MR 81-3
WHOL
DOCUMENT
COLLECTION
Beach Changes at Atlantic City,
New Jersey (1962-73)
by
Dennis P. McCann
MISCELLANEOUS REPORT NO. 81-3
MARCH 1981
Approved for public release;
distribution unlimited.
U.S. ARMY, CORPS OF ENGINEERS
COASTAL ENGINEERING
RESEARCH CENTER
TNs Kingman Building
ia, Fort Belvoir, Va. 22060
Me ei-%
Reprint or republication of any of this material
shall give appropriate credit to the U.S. Army Coastal
Engineering Research Center.
Limited free distribution within the United States
of single copies of this publication has been made by
this Center. Additional copies are available from:
Nattonal Technical Informatton Service
ATIN: Operattons Divitston
5285 Port Royal Road
Sprinafteld, Virginia 22161
The findings in this report are not to be construed
as an official Department of the Army position unless so
designated by other authorized documents.
WHOQOI
DOCUMENT
COLLECTION
oowad
TT
in
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Wann
UNCLASSIFIED
SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered)
REPORT DOCUMENTATION PAGE READINSERUCTIONS
BEFORE COMPLETING FORM
T. REPORT NUMBER 2. GOVT ACCESSION NO|| 3. RECIPIENT'S CATALOG NUMBER
MR 81-3
4. TITLE (and Subtitle) 5. TYPE OF REPORT & PERIOD COVERED
BEACH CHANGES AT ATLANTIC CITY, MES CSMIEUOONS Wares
NEW JERSEY (1962-73) 6. PERFORMING ORG. REPORT NUMBER
7. AUTHOR(s) 8. CONTRACT OR GRANT NUMBER(s)
Dennis P. McCann
9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK
AREA & WORK UNIT NUMBERS
Department of the Army
Coastal Engineering Research Center (CERRE-CS) D31194
Kingman Building, Fort Belvoir, Virginia 22060
11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE
Department of the Army March 1981
Coastal Engineering Research Center 13. NUMBER OF PAGES
Kingman Building, Fort Belvoir, Virginia 22060 14d LST
14. MONITORING AGENCY NAME & ADDRESS(if different from Controlling Office) 15. SECURITY CLASS. (of thie report)
UNCLASSIFIED
15a, DECL ASSIFICATION/ DOWNGRADING
SCHEDULE
16. DISTRIBUTION STATEMENT (of this Report)
Approved for public release, distribution unlimited.
DISTRIBUTION STATEMENT (of the abstract entered in Block 20, if different from Report)
18. SUPPLEMENTARY NOTES
KEY WORDS (Continue on reverse side if necessary and identify by block number)
Atlantic City Beach profiles
Beach erosion Beaches
Beach Erosion Program Shoreline changes
Beach nourishment Shore structures
ABSTRACT (Continue on reverse side if necesaary and identify by block number)
Repetitive surveys of the above MSL beach were made along seven profile
lines at Atlantic City, on the northeast end of Absecon Island, New Jersey,
from 1962 to 1973. Major beach-fill projects were accomplished in 1963 and
1970 which introduced approximately 428,000 and 635,000 cubic meters of fill
material, respectively, to the northernmost half of the study area; move-
ments of this material are discussed. Seventeen storms were reasonably well
(continued)
DD , arco 1473. ~—s EDITION OF 1 NOV 65 1S OBSOLETE UNCLASSIFIED
SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered)
UNCLASSIFIED
SECURITY CLASSIFICATION OF THIS PAGE(When Data Entered)
documented during the study and their effects are reportede Measured storm
changes were highly variable. For a given storm, adjacent profiles often
indicated opposite changes, with one accreting and one eroding. This is
attributed to structural effects, as well as wave refraction effects near
Absecon Inlet. Storm changes of the MSL shoreline position were often oppo-
site in sign from beach volume changes. Frequently, the shoreline change
indicated accretion, while the beach volume actually suffered a net loss.
The largest beach changes measured resulted from the storm of 23 September
1964, which eroded an average of about 23 cubic meters per meter of beach face
above MSL, and the storms of 16 September 1967 and 25 February 1968, which
caused an average shoreline recession of 5.9 meters. Beach changes were found
to be seasonal, with the greatest volume of sand above MSL from May to
October. The data collected provide no information on the profile changes
occurring below MSL.
2 UNCLASSIFIED
SECURITY CLASSIFICATION OF THIS PAGE(When Data Entered)
PREFACE
This report is published to provide coastal engineers with a description
of beach changes at Atlantic City, New Jersey. The ll-year study was designed
to measure beach responses to storm events as well as seasonal variations, and
was begun shortly after, and as a consequence of the devastating storm of 5 to
9 March 1962. The work was carried out under the coastal processes program of
the U.S. Army Coastal Engineering Research Center (CERC).
The report was prepared by Dennis P. McCann with the assistance of
A.E- DeWall, under the general supervision of C. Mason, former Chief of the
Coastal Processes Branch, Research Division.
The U.S. Army Engineer District, Philadelphia, performed all survey work
except for a period in 1963-64 when data collection was contracted to Mauzy,
Morrow & Associates of Lakewood, New Jersey. All data analyses and interpre-
tations were made at CERC with assistance by M. Fleming, T.- Lawler, D. French,
Ae-E. DeWall, and W.A. Birkemeier.
Special thanks are extended to the visual observers from the City
Engineer's Office of Atlantic City: J.’ Dolan, R. Badger, €. Turner, and
C. McDonnell. Thanks are also extended to CoH. Everts, Ce Galvin, K. Jacobs,
M.eT. Czerniak, and A.E. DeWall for their substantial contributions to this
report from previous work on this subject. The author acknowledges the
helpful review comments from A.E. DeWall, W.A. Birkemeier, C. Galvin,
ReMe Sorensen, and ReJ. Hallermeier.
Comments on this publication are invited.
Approved for publication in accordance with Public Law 166, 79th Congress,
approved 31 July 1945, as supplemented by Public Law 172, 88th Congress,
approved 7 November 1963.
TED E. BISHOP
Colonel, Corps of Engineers
Commander and Director
CONTENTS
Page
CONVERSION FACTORS, U.S. CUSTOMARY TO METRIC (SL)..cecscccccccee 7
I IN TROD U GAMO Nereveroloieloieveleloveroleioleteloleleletelolololcloleverelolciololelelereleioielovetetetelolorotonene 9
Il STUD YEWARE A\cye\elsiioleielelolsiclsysfoieloleleloieleleloielelelolelelolelieielsielsl eis) eieaierelalevaiele’ eYelevelel's 9
WP MeoYexhes oy OoOOO000 COOUOCOOODOOOUIDO OOOO DODD UDUDOOCUNDDOODO0U00DG 9
Onis (oye <y)sbciceya/SOOOUOOOU OO OUT OOOO OCODOOUDOOOOOUOOOOOOO0, | !i0)
3. Beach Materialiecccccccccccccccccccccccccccccccccccocecccees «61D
A) Wind) \Wavelj= and elaidemDalt aleleielcleicie clsleleleleleieiciclslcle ele/eieislelce elsleleieien li/)
Iil DATA COLLECTION AND ANALYSIS. ccccccccccccccccccccccccccccsescses 23
1. Establishment of Profile LineS.cccccccccccccccccccccvcccces 23
2. Frequency Of SurveySeccceccccccccccccccccccccccccccccccccce 2/
Seu deiidy Survey lech CretcleleleielolsicrelololeyelctetehelelolailcKelorelcfelotoreveloterejelelo 26
4. Accuracy of Field SurveySecccccccccccccccccccccccccccccccse 29
5. Data Reduction and Quality Controlecccccccccccccccccccccces 30
He Data AnalySiSeccocccccccccccccccccccccccccccccccccccccccccs 30
IV RE SWilediStettelerolerevelveleloveKevoleloteioleleleloleleieleloneiclelelotelelioneieleieiolelctelicheiereiererelorereleiobele 31
} e Sbeort-Term Changes. e@eeoeoeoeoevoevoevoeoeeoeeeeeseeeeeeeeeeseeeeoeeeeeee es & Sil
2, Mooe—Term | Chane e's sere eleleels)ele\s\e)e10)01 ele jcje)siclel slolelejcieiereleel e/eleleyelozele!eie/ount >)
V DISCUS SMONCrepetoteieols vote) sioilelielele/elovelejeleliovelelcycleloneloeleleletelolcielelcisloleleielelsicielsiclers mm tO
IkG Profile Changes. @eooeooevoevoeoeseoe eee eeveeeoeeseeeeeeeeeeeeeeeeeeeeee & 48
2. Seasonal Changes and Wave Climatecccccccccccccccccccccccees 910
3. Coastal Engineering ImplicationSeccerccecceccccccscccccsvcees I]
VI SIMMAIRY eietetelvevoretelioleiclelolelocelcleielolelorelsleliclelcloievelelsleteieleloleleletercreleloloreleieteteioioiohete 52
LITERATURE CLTED. @eeoeeoeevoeoevsesoseaoeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee eee 54
APPENDIX
A PROFILE LINE DOCUMENTATION. cocccccvccccccceccccccccccccccccseces D/
B PROFILE LINE SURVEY DATAscccccccccccccccvcccccccccccccccccccsecses 09
C STORM CHANGE PLOTS - PROFILE COMPARISON FOR SURVEY OF SEVEN
PROFILE LINES AT) ATLANTIC: CLTY.cccccccccccccccccccccsevcccccscoes 118
D MSL SHORELINE CHANGES. ccccccccccccccccccccccccccscsccccescsevccs 128
E ABOVE MSL UNIT VOLUME CHANGES. ccccocccccccccccccccccecccecceceee 133
19 PROFILE ENVELOPES. cccccccccccccccvcccccccccccccsccccvcccescccees 138
TABLES
1 Structures along Absecon Inlet and the coast off Atlantic City......--.- 13
2 Heilcht jor stormy tides at) Atlantica Cautiyseretepevel elev siehotelsiotelelsiotersusiolalelerelereletereieteren yet
3 Extreme high tides at Atlantic C1itVeccvccccccccceccccccccevevccccccccce 24
Ke) ©) Soe WW & © WM Cl
ee
ee oO
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
DY}
CONTENTS
TABLES--Continued
Page
Summary, of physical ‘characteristics! at, Atlantic Gilty.ccccocccsccecccse 206
Ativamiteticr Cistiy,e Si-O EMic daltsa\ere)/s).0! 60101001 s)elol eleveleicleisieleleleielolete cleieisiele elelcieiciercielcisicieey, OS
FIGURES
Studyaranecaushowine prorilel Vine loca td onSleiclelelcelevele cisice el cicleleleicieicisisieje cleien |) lO
Baithymetnye Ort, ADSSCON) TS Tandyciciejeiersjoleveleicielsieveyeleleyeleleteleleleielclereverctelelelelerciercis) Lil
Structures along Absecon Inlet and Atlantic City ocean front.c.cccceccce 12
Acraalvaew (ot Absecon) inlet and) Atlantdich i Giltiysjeleieleieveleiciee clevelc cleete cleleleley | L4
Southward decrease in median grain size at Atlantic Cityeocecccescecccee 15
Median grain-size variation across profile at Atlantic Cityeocoee.ccccce 16
Median grain-size variation across profile at Atlantic Citye.ccs.c.cceoe 16
Monthly median grain-size variation at Atlantic Cityeocecccccccccccccce 16
Wat dand altauerOrmAt lan tdci Cil tiyjereie tele ielelereie ole) eieleieleicie(elclelelelelereleloie)ereieiclclerelere clersvein LO
Mean monthly wind speed and direction at Atlantic Cityecccccccccccccee 18
Annual wind distribution by percent frequency and mean speed for
Atlantic CAKE VicievoKoneieiekerexoeieeloferetolleielelelereilelevoyslelerelleliellciaiereiele eVeleievelelelsieickere evel ereicie 19
Wavieb appro alchimatal SCC a IPA Cicjfenerseleileleieseloicieielsls/eioleie «lelelcielelsic/eisieie sreleieis siecle eicierel 20)
Mean wave direction by month for visual observations obtained from
January 1968 to October LL Qi/isaeevewe folie sololiovetewevereteelevanel ole ieee evolves etarore ialotaletorans 20
Average significant wave height and average wave period by month
from April 1964 to December LO Gy/fetenehereleveliohevclensteyeveie\oretelevererousiereieteielerelersiecelore 72\\
Meansmormiwaves perlods fore Atlante MCityclepeleieiersielelejsicie/e/s/elelsieisieislelecclcrelelcley Zi
Maximums and means of significant wave height for Atlantic City....... 22
Average number of tropical cyclones occurring per month in the
North Atlantic OKA SOOO COC OC ODO OUGOO OO OD CD DOGOOOODO OD OD OO ON OOOH OS DP)
Frequency of maximum monthly high tides at Atlantic Cityecccccccccccce 25
Change in sea level with respect to adjacent land for Atlantic City... 25
MEE quencyar Or mSUEV.EY Sa alteyeAtell aint Cy Cait Vieleveloieyeleloleletelsieie.al olaie efeletsareieiecotelercielevel, 217
Total number of beach profile surveys, by month, at Atlantic City..... 2/7
SUBVCVANSCrewsSObEIne (up tor yano thems mela dain —1eje)elelele/e ei ele'e elle oiclsicisvclersisieie! 1126
Rodinatray irate CWSI yee! orev! <irelerer ele! erevellsie\olleieielieielele/eleleleleleleicieisicieie) else erefssieieisic eis sie 1/29
BER CaltwalepigO CCS SHAM Stele eiere/eiteloleielcei's/ «\\sloielsie/eisllctciisvelel(el ele) elelieile) oleliei sl cies) slcleverele cveveisie) | 3)
ChangeganyMSiyishorelinewakaprokilevdhdimes)) WAS sMyesjclelee @eleisisclelc ce clete/eiece ie . 31
Changewainw unite (sitorage volume tat protdlie lime WAveilee ssc cee sl sclesie ec © OD
Mean and standard deviation of unit volume changes by profile for
WES eNoct ed Stomms cai eAt lated! ch iGiktyiejelelesiere/ aie! clelelele lle) eleiererel erelsislerelereverolerele) 11 O4
28
29
30
31
32
3S)
34
35
36
Bi
38
39
40
4]
42
43
44
45
46
47
48
49
50
CONTENTS
F IGURES-—Continued
Page
Mean and standard deviation of unit volume changes by contour for 1/7
Sallacical George Ze Nellemieste Gicsyooococgo0gd00d000G0D00060050000000000 35)
Comparison of unit volume changes and MSL shoreline position changes
by profile for 17 selected StormS.ccccccccccccscccccccccccscccscccees 36
Trends in volume change versus shoreline change for 17 selected
StCOLMSecceoececvcvcesccvrceccec cece eee ores ee oeeeeseeesoeeseoeoeoeeoeooeeC ooo eee EO 38
Limits of 1963 and 1970 beach fills at Atlantic City.r.ccccccccseccccese 38
Cross section of beach from profiles taken before and after beach
morose ain CGS) eimrel IDVDocadcc0n0 000000000 ONDDOO0GD00000000000000 3H)
Sediment volume measurements between surveys relative to first
SULT VCYeerecercecrccseccccrscecesescessecerecesecsseceseeseecceecseecseessesesoeece 39
View of scarp just north of profile line 2Zecccccccccsceccecccsessecces 40
View landward from waterline at profile line 2.cccccccccccsceevevceeee 40
View of groin at Vermont Avenue from under the Boardwalk at Rhode
Island INYVOQIMUKDG OO OOO DO OO ODODDCOODDODDDOC O00 ODDO DO0000D00N000000 0:000000.0.0.0 41
View of groin south of Rhode Island Avenue from under the Boardwalk
at profile line BO COOGOOO ODO OD OUOOODODOOOOODO OOO OOO GOdOOOOUDOOOOOCO0NND 41
View of erosion-scour at the base of the convalescent home on the
Sout. siidew on URhodemliciland! vAiemulciererctensterelercliohercieleke rele) ercretcfelcteletelelelerelelelel ole terme
Looking shoreward from waterline at California Avenue on
9 March LOO leverevetehetehelonevololenelelotonevekeleleteleleleleiel elelelicl elec) steleielelore/elerekeielerelelcleleseseiele 42
Borrow site under Boardwalk at Richmond Avenue on 9 March 1979.eceeeeee 43
Trucks waiting to be filled with sand near Raleigh Avenucescccscceeeee 43
Front loader filling truck with sand excavated from under the
Boardwalk near Raleigh Avenucecesccccccecccccecccsscseccceccccccccses 44
Site of beach fill near St. James and New York AvenueSececeeccereccceee 44
MSL shoreline changes in timeeccccccccecccccscceccceseccssccsescsccces 46
Mean above MSL unit volume changes and MSL shoreline position
changes by Monthecccecccccccccrcccccssscscscsscvccsscecccscesccscceses 40
Cumulative yearly change in unit volume and MSL shoreline at
Atlant cl iCalty oreielelelerelele evelstelcievevetole etetclcheloneioretelatc)aeKolstetererstalclel «teteletctelroronsteherey ete mami,
Long-term changes in unit volume and MSL shoreline from 1963-69 to
eliminate effects of 1970) beachy fall. 66:0: <c 0) eve) cleleicieleieiele)cieje\siclets efor 4,
Shoreline changes at Atlantic City, 1841-1948.ceeseseseecccceccecvcees 49
Profile changes along Atlantic City, 1936-48..cccccsececsecessessevese 90
Mean monthly gage and visual data for wave heights and periods for
Ateilsa mbalieyn Criktayseitel oveleve oucl levetererelaevelet oie) clever ciel eisiei eels si eel evelole)elereveseleieloFolels\c}inieieleleronilimoll
CONVERSION FACTORS, UeS. CUSTOMARY TO METRIC (SI) UNITS OF MEASUREMENT
U.S. customary units of measurement used in this report can be converted to
metric (SI) units as follows:
Multiply by To obtain
inches 2564 millimeters
254 centimeters
Square inches 62452 Square centimeters
cubic inches 16.39 cubic centimeters
feet 30.48 centimeters
0.3048 meters
square feet 0.0929 square meters
cubic feet 0.0283 cubic meters
yards 0.9144 meters
Square yards 0.836 Square meters
cubic yards 0.7646 cubic meters
miles 1.6093 kilometers
square miles 259.0 hectares
knots 1.852 kilometers per hour
acres 0.4047 hectares
foot-pounds 1.3558 newton meters
millibars 1.0197 x lms kilograms per square centimeter
ounces 28.35 grams
pounds 453-6 grams
0.4536 kilograms
ton, long 1.0160 metric tons
ton, short 0.9072 metric tons
degrees (angel) 0.01745 radians
Fahrenheit degrees 5/9 Celsius degrees or Kelvins
To obtain Celsius (C) temperature readings from Fahrenheit (F) readings,
WSO srornimuleys Gs (y/o) Gr Saye
To obtain Kelvin (K) readings, use formula: K = (5/9) (F -32) + 273.15.
BEACH CHANGES AT ATLANTIC CITY, NEW JERSEY (1962-73)
by
Dennts P. McCann
I. INTRODUCTION
Beach changes observed during repetitive surveys at Atlantic City, New
Jersey, conducted by or for the Corps of Engineers in a ll-year study of seven
profile lines from October 1962 to May 1973, are analyzed as part of the U.S.
Army Coastal Engineering Research Center (CERC) Beach Evaluation Program (BEP)
(formerly known as the Pilot Program for Improving Coastal Storm Warnings or
Storm Warning Program). The BEP's objective is to measure beach and dune
changes due to erosion and accretion at selected localities and relate these
changes to the coastal processes producing them. The BEP was a direct outcome
of investigations into the effects of the Great East Coast Storm of 1962 (see
UeS. Congress, 1962).
Although this report meets the objective of the BEP, the program encoun-
tered many difficulties, including relatively few documented storms in the
study area from 1962 to 1973 (the duration of the study), the difficulty in
obtaining surveys immediately before and after the storms which did occur, and
the difficulty and expense of obtaining continuous wave datae However, numer-—-
ous data were collected of related wave, tide, and beach conditions, thus
providing a substantial base for a long-term study of beach response having
useful engineering applications.
This report presents both quantitative and qualitative analyses of beach
profile changes and supporting data obtained at Atlantic City, and describes
the survey procedures used and accuracy obtained. The three categories of
beach profile changes analyzed are: (a) short-term changes, including storm-
induced changes and other changes between surveys; (b) long-term changes,
including seasonal and yearly changes; and (c) artificial effects, which
include the effects of manmade structures such as groins and jetties as well
as beach fill placed during the study period. The mean sea level (MSL) shore-
line position and the volumes of sand stored on the beach above the MSL datum
are the two principal variables analyzed. Observed wave conditions and cli-
matic conditions are used to explain apparent trends in beach changes.
Il. STUDY AREA
1. Location.
Atlantic City is located on Absecon Island, a barrier island off the
Atlantic coast of southern New Jersey, 161 kilometers south of New York City
(Fig. 1). The island is bounded on the south by Great Egg Harbor Inlet, and
on the north by Absecon Inlet, and has a straight coastline oriented 64° east
of north. Lakes Bay is the main body of water separating the island from the
mainland.
Absecon Island is situated in an open section of coastline, partially
sheltered by Long Island and Cape Cod from waves out of the north and north-
east and by the Outer Banks of North Carolina from waves out of the south-
southeast (Fig. 1). Bathymetry off the coast of Absecon Island is shown in
o-———-=- Ag care
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York City , a)
PENNSYLVANIA s Veo
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mates So wll
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SKrtontic City
Dm ee eS ee OS
VIRGINIA
Ludlom Island
ORTH CAROLINA greg > 5 YZ a0 ATLANTIC
2000 4909
METERS
Figure 1. Study area showing profile line locations.
Figure 2. Most of the depth contours tend to be roughly shore-parallel, with
linear shoals that trend toward the east off the central part of the island.
The distance from the edge of the Continental Shelf, located at a depth of
about 128 meters (420 feet), to the center of the island is approximately 125
kilometers.
2. Civil Works History.
Absecon Inlet is of great economic importance to Atlantic City as a result
of its extensive use by recreational and commercial fishing fleets. During
the early 1960's the inlet handled approximately 91,000 metric tons of water-
borne commerce annually; however, this has recently tapered off to average
10
ABSECON
ATLANTIC INLET _—}
CITY
GREAT EGG HARBOR
INLET Contour Intervol
2 Faothoms
2000 m
20 km
74° 28°
Figure 2. Bathymetry off Absecon Island.
less than 46,000 metric tons. Absecon Inlet has been maintained by the
Federal Government since 1910.
Groin construction along the ocean frontage of Atlantic City, funded
jointly by the City and State, began in 1928; 12 groins and 1 jetty were built
between Absecon Inlet and Illinois Avenue. Eight of these groins and the
jetty are still in existence, as shown in Figure 3 and in Table 1 which lists
the coastal structures at Atlantic City. Other major structures (see Table 1
and Fig. 3) include the Boardwalk, which extends along the entire length of
the ocean and inlet frontage, and five piers. Some of these structures are
shown in Figure 4.
The only beach-fill project before 1962 consisted of about 816,000 cubic
meters of material placed along the ocean frontage in 1948. However, an off-
shore sand-dumping test was conducted from 1935 to 1943 in which 2-7 million
cubic meters was dumped into 5 to 6 meters of water southwest of Steel Pier
which resulted in no measurable benefit to the shoreline (Yasso and Hartman,
1975). Approximately 428,000 cubic wneters of sand was placed between Oriental
and Virginia Avenues between February and May 1963. During the summer of
1970, approximately 635,000 cubic meters of fill was dumped along the beaches
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Structures along Absecon Inlet and Atlantic City ocean front.
Figure 3.
Table 1. Structures along Absecon Inlet and the coast off Atlantic City!.
Location Construction Top elevation Top Length Year Condition
type (MLW) width built 1972
inner outer
(m) (m)_| () |
N. side of Absecon Inlet Stone jetty 2.44 2044 4.57 1,137.00 1952-66 Good
Between Caspian and Timber bulkhead ---- ---- 0.76 588.00 1935 Good
Melrose Aves.
Adriatic Ave. Timber and stone groin 2.44 Diels 4.27 86.56 1932-58 Good
Drexel Ave. Timber and stone groin 2.44 2.13 4.27 50.29 1930-46 Fair
Melrose Ave. Timber and stone groin 2.44 2.13 4.27 81.38 1954 Good
Melrose Ave. to Stone revetment cos => onc Sree com> =
91 m south
Madison Ave. Timber and stone groin 2.74 2.13 4.27 68.58 1954 Good
Between Madison Timber bulkhead groin SoSs — 0.61 457.20 1935-61 Good
Euclid Aves.
Grammercy Ave. Timber and stone groin 2.74 2.13 4.27 79.25 1954 Good
Between Grammercy and Stone groin 3.05 2013 4.27 102.41 1946-56 Good
Atlantic Aves.
Between Atlantic and Stone groin 2.74 2.13 4.27 94.49 1946-58 Good
Euclid Aves.
Pacific Ave. Stone groin 2.44 2.13 4.27 102.41 1946-58 Good
Oriental Ave. (36.6 m Stone jetty 3.35 2.13 4.27 358-75 1946-61 Good
N. of profile 1)
Vermont Ave. Stone groin 3.05 0.30 4.27 121.92 1930-61 Good
Massachusetts Ave. Stone groin 3.05 2.13 4.57 167.64 1948 Good
Between Vermont and Sandbag breakwater Top is approx. 1.2 m below MLW
Massachusetts Aves.
Between Connecticut and Timber bulkhead SeS Sess ad SoSS 1932 Poor
Massachusetts Aves.
Connecticut Ave. 0.5-m outfall ie =Sac ores SSS> el Sess
Under N. edge of Timber and stone groin SES o> == SoD oa Poor
Garden Pier
New Jersey Ave. Garden Pier (0.76-m ———— ---- =——— ---- ro ----
outfall)
Delaware Ave. (4.6 m Timber groin 2.44 Zeil3 1.22 182.88 1950 Fair
N. of profile 3)
Virginia Ave. Timber and stone groin 2.44 2.13 1.22 167.64 1950 Good
(0.76-m outfall)
Between Presbyterian and Steel Pier (old timber SSS SoS SS> SocS sSe= ==>
Virginia Aves. groin beneath)
Between North Carolina Steeplechase Pier (0.91l-m | ---- ---- ---- ---- ---- ----
and Pennsylvania Aves. outfall to S.)
Between North and Timber groin (60 m S. of 2-44 2.13 1.22 182.88 1950 Good
South Carolina Aves. profile 4)
Tennessee Ave. Stone groin 2.44 2.13 4.27 43.59 1928 Poor
(N. of Central Pier)
Between Tennessee Ave. Central Pier-Timber groin |} ---- sooo SSD SoS === Ses
and St. James Place (0.76-m outfall)
St. James Place Timber groin 2244 0.61 1.22 147.83 1950 Fair
Illinois Ave. Timber and stone groin 22.44 0.61 1.22 182.88 1950 Poor
(0.91l-m outfall)
0.9l-m outfall at N. edge
of Million Dollar Pier
0.61-m double outfall
0.61-m outfall
Arkansas Ave.
Mississippi Ave.
Florida Ave.
California Ave.
0.9l-m outfail
0.91-m outfall
Boston Avee
Raleigh Ave.
1.5-m sewage pipe extend-
ing 457 m to diffuser
lUpdated from U.S. Army Engineer District, Philadelphia (1974).
13
*(€Z61 Ttady
43.0002 ooo!
fe eee
a]09S
0¢) AaTO OTJUeTIV pue JeTUT UodEeSqy JO MeaTA TeTIsy
°y ainsty
NVII0
JILNV TLV
14
between Oriental and Illinois Avenues (Fig. 3). The source of this dredged
material has been Absecon Inlet, just imside the Brigantine jetty (Fig. 4)
(Everts, DeWall, and Czerniak, 1974).
A detailed discussion of civil works affecting the beaches on Absecon
Island is presented by U.S. Army Engineer District, Philadelphia (1974).
3. Beach Material.
New Jersey beaches consist mainly of medium- to fine-grained sand, com-
posed mostly of quartz. The Piedmont and Highlands of the Appalachian
Province provide the ultimate source of the beach sandse Presently, due to
the low terrain and gentle slopes of the Coastal Plain, the rivers draining
the higher areas become sluggish and deposit much of their sediment load along
the way before reaching the coast. What little sediment does reach the coast
becomes trapped in the lagoons behind the barrier islands, and never reaches
the beaches. The only natural sources of beach material now appear to be the
ocean floor and the beaches themselves.
Ramsey and Galvin (1977) found the median grain size at Atlantic City to
be 0.27 millimeter (1.9 phi), with a sample range of 0.22 to 0.33 millimeter,
which agrees with the values obtained from surveys taken in 1936 and 1947
(Beach Erosion Board, 1950). They also determined that the grain size
decreased from the north to the south, the direction of net littoral trans-
porte This trend of decreasing grain size from north to south is shown in
Figure 5 which indicates the southward decrease in grain size across three
profiles at Atlantic City. A spatial trend in grain-size variation from the
berm to mean low water (MLW) is also indicated in Figure 6 for the sample
averages and in Figure 7 for the profile averages. These plots show an
increase in grain size from the berm to MSL, and then a slight decrease from
MSL to MLW. A seasonal grain-size variation shown in Figure 8 indicates that
the grain size increases from about 0.25 millimeter in October to 0.30 milli-
meter in December while decreasing from about 0-30 millimeter in December to
0.26 millimeter in Marche This trend suggests an increase in the slope of a
stable foreshore from October to December when the sizes are increasing and a
decrease in foreshore slope when the grain sizes are decreasing from December
to March.
0.20
No. of Samples Averaged
(83)
0.23
(85),
0.27
0.31
Sample Avg. (phi)
Sample Avg. (mm)
(71)
0.35
North on left; not to scale
0.41
2 4 6
Profile Line and Relative Location
Figure 5. Southward decrease in median grain size at Atlantic City; sample
averages are by profile line (from Ramsey and Galvin, 19/7).
15
0.19
No. of Somples Averaged
iE 0.23
(61) BS
s E
bg 0.27 |
= =
=, 2
a a
E 031 §£
nn nm”
0.35
0.41
Depth Zone
Figure 6. Median grain-size variation across profile at Atlantic
City; data consisted of 238 samples collected between
January 1968 and March 1969 (from Ramsey and Galvin, 1977).
0.20
0.23
= ie
s (3) No. of Profile Lines Averaged 0.27 £
: Z
C 2.
g 0.31 S
a a
0.35
0.41
Depth Zone
Figure 7. Median grain-size variation across profile at
Atlantic City (from Ramsey and Galvin, 1977).
23 0.20
= A 0.23 =
3S RE!
$19 ae (12) ne
> 3 =
= (38) (41) 12) i (35) =
a (11) No. of Samples (42) e
& '7 (13) 0.31 5
Jon. Feb. Mor. Oct. Nov. Dec. Jon. Feb. Mor.
1968 1969
Figure 8. Monthly median grain-size variation at Atlantic
City; samples were taken from the berm to below
MSL (from Ramsey and Galvin, 1977).
16
The net littoral transport rate along Absecon Island is estimated to be
115,000 cubic meters annually in a southwesterly direction as determined from
estimated gross northerly and southerly annual rates of 191,000 and 306,000
cubic meters, respectively (U.S. Army Engineer District, Philadelphia, 1974).
Further evidence for southwest littoral transport is shown by Everts (1975) in
the pattern of deposition that decreased the width of Great Egg Harbor Inlet
(Fig.e 1) 30 percent from 1949 to 1974. Everts also concludes that possibly 25
percent of the longshore transport could be accounted for by sand movement on
bars.
Taking into consideration the previously mentioned lack of supply of beach
material from natural sources along with the net littoral transport to the
southwest, it is obvious that this imbalance of material leaving and entering
the area results in erosion of the beaches. These circumstances, in turn,
would require occasional beach nourishment to sustain the beach. Two such
beach-fill projects were accomplished during the study period, as previously
mentioned, with the fill material having a mean grain size of 0.3 millimeter
(Everts, DeWall, and Czerniak, 1974). A buiidup of sand occurred from 1877 to
1939 on the northern end of Absecon Island, which resulted in the Absecon
Lighthouse being so far inland today.
4. Wind, Wave, and Tide Data.
Wind data shown in Figure 9 consist of hourly records obtained before the
profile study period by the National Weather Service (NWS) from an anemometer
atop the now abandoned Absecon Lighthouse (Fig. 4). Analysis of these data
indicates that the predominant wind directions are from the south and west.
The corresponding wind velocity from these directions is generally in the
22.-5- to 45-kilometer-per-hour range (Fig. 9,b). This agrees with the result-
ant wind direction determined from data taken 16 kilometers inland at the
Aviation Facilities Experimental Station from 1968-72 (Fig. 10). Figure 9,b
also shows that most of the high-velocity winds (46.7/+ kilometers per hour)
were from the northeast. The resultant wind direction, as shown in Figure 10,
is the magnitude of the vector sum of wind directions, and the average wind-
speed indicated is the sum of the recorded windspeeds divided by the number of
observations. .
Winds are from the west-northwest during the winter months of November to
March. From March to July the winds shift to the south with a shift back to
the west from July to September. After an abrupt shift back to due south in
October, the winds return to the west-northwest direction of the winter (Fig.
10).
Data from the Summary of Synoptic and Meteorological Observations (SSMO)
(U.S. Naval Weather Service Command, 19/70). show the predominant wind direc-
tions offshore of Atlantic City throughout the year (Fig. 11). Monthly data
indicate that the winter winds of November to March are from the west and
northwest, whereas the spring and summer winds of April to August are from the
south and southwest. These trends are in general agreement with those indi-
cated above for winds measured inland, except that neither September nor
October show directions nearly as predominant as the other months.
The bearing of a line normal to the Atlantic City beach at Steel Pier is
approximately 26° east of south. Waves impinging from east of the normal
17
a. WIND DATA, 1923 -1952
Pct OF TOTAL WIND MOVEMENT
a iS Pct OF TOTAL DURATION
— ——— ave VELOCITY IN KM/HR
b. WIND DATA, 1936 - 1952
Km /hr
—_——— 0 to 2!
ree eer} 22.5 to 45
imme) 46.7+
AVG. NO.OF DAYS/yYR
s
Figure 9. Wind data (yearly averages) for Atlantic City (from
U.S. Army Engineer District, Philadelphia, 1974).
w 270° Direction
240° De
E ee
Km /hr
B Resultant wind direction obtained !6 km inland
@ Average wird speed (km/hr)
Jan Feb Mar. Apr. Moy June July Aug Sept. Oct. Nov. Dec.
Figure 10. Mean monthly wind speed and direction at Atlantic City (1968-72).
18
| —-——— Mean Speed ( km/hr)
Pct Frequency
Figure 11. Annual wind distribution by percent frequency and mean speed for
Atlantic City. Data obtained from SSMO (U.S. Naval Weather Serv-
ice Command, 1970) collected during 1949-68 and covering the area
from 38° to 40° Ne latitude and 72° W. longitude to the coast.
result in a southwest, or “down-beach drift"; waves from west of the normal
produce a northeast, or “up-beach drift.” Results from visual wave observa-
tions obtained at different times at Atlantic City indicate that waves east of
the normal occur greater than 50 percent of the time (Figs. 12 and 13). An
earlier report by the U.S. Army Engineer District, Philadelphia (1938), also
indicated a predominant down-beach drift occurring about 48 percent of the
time compared to about 24 percent up-beach drift and 28 percent onshore-
offshore drift.
CERC maintained a relay-type wave gage on the end of Steel Pier (5.2
meters mean water depth) from 1962 to 1969, which measured water surface ele-
vations in 6-centimeter increments. These data, analyzed by Thompson (1977),
indicate that during 1964 to 1967 the average significant wave height and
average wave period increased substantially in September (Fig. 14). This is
also in general agreement with Figure 4-10 in the Shore Protection Manual
(SPM) (U.S. Army, Corps of Engineers, Coastal Engineering Research Center,
1977). The explanation for this behavior during this particular period is
shown in Figures 15 and 16 which give the values by month for each of the
years considered. The peak in values of period and height during September
1964 can be attributed to Hurricanes Dora, Ethel, and Gladys offshore along
the Atlantic coast. Although none of these hurricanes directly hit New
Jersey, they generated large waves which reached the shore. Historically,
there is a substantial increase in tropical cyclones and hurricanes in
the North Atlantic Ocean during September (Fig. 17); however, only a few
19
Figure
Direction of Wave Approach
Wave approach at Steel Pier. Length of arrows indicates the
percentage of wave approach from the various directions as
determined by periodic observations at the end of Steel Pier
during November 1935 to May 1937, and July 1947 to March 1948
(from Beach Erosion Board, 1950).
No. of Obsns.
106 121 195 109 35 39 42 46 40 39 45 90
OBSERVER
LAND
Shore Normal
Jon. Feb. Mar. Apr. Moy June July Aug. Sept. Oct. Nov. Dec.
Figure 13. Mean wave direction by month for visual observations
obtained from January 1968 to October 1974.
20
Avg Wove Period
1.00
PN ay
0.75 tr
Avg. Significont
Wove Height ee
0.50
Avg Wave Period (s)
—-— Avg Period: 8.18 s
Avg Significont Height: 0.81 m
Avg Significant Wave Height ( m)
0.25
0 -
Jon. Feb. Mor. | Apr. | May | June | July | Aug. Sept.| Oct. Nov. Dec.
1965-67 1964- |1965- 11964; |1964-|1964-65; 1964-67
67 67 ee 67 1967
Figure 14. Average significant wave height and average wave
period by month from April 1964 to December 1967.
Avg Wove Period (overall)
oe Missing Data
Wave Period (s)
Jon. Feb. Mar. Apr. May June July Aug. Sept. Oct. Nov. Dec.
Figure 15. Means of wave periods for Atlantic City; determined
from 7-minute pen-and-ink records taken six times daily
during 1964, 1965, and 1967 (from Thompson. 1977).
21
Figure
Significant Height ( m )
16.
5.0 |
4.0
12
a}
3.0 10
9
8
2.0 } Maximums (2
Meons——__ —
Avg. Significant Hg}. ( overall) 4
1.0 3
2
!
0 r)
Jon. Feb. Mar. Apr. May June July Aug. Sept. Oct. Nov. Dec. Full Yr
Maximums and means of significant wave height for Atlantic City; determined
from 7-minute pen-and-ink records taken six times daily during 1964-65 and
1967. Values for September were obtained by determining the mean from the
respective plot for height and period for 1965 and 1967, then weighted by the
number of observations during 1964, 1965, and 1967 to arrive at an average for
the years 1965 and 1967; all other average values include the monthly values
for 1964, 1965, and 1967 (from Thompson, 1977).
3.0
Avg/Yr.
— 8.3 Tropical Storms and
Hurricanes
25k Sasa 4.9 Hurricanes
- ins)
on o
°
Avg. No. of Tropical Cyclones / Mo
0.5
Jon. Feb. Mor. Apr. Moy June July Aug. Sept. Oct. Nov. Dec.
Figure 17. Average number of tropical cyclones occurring per
month (1886-1977) in the North Atlantic Ocean
(excluding depressions but including subtropical
systems) (from National Weather Service, 1978).
22
hurricanes directly impact on Atlantic City (two “direct hits” from 1899-1977
were recorded by the National Weather Service, 1978). Most hurricanes remain
offshore in this area, producing indirect effects such as increased wave
heights. Extratropical storms, particularly northeasters, are second only to
hurricanes in their destructive intensity causing considerable damage to the
beaches and structures along the New Jersey coast. The resultant damage from
these storms is largely due to the high winds, waves, and increased water
levels they generate.
The astronomical tides at Atlantic City are semidiurnal and have been mon-
itored almost continuously since 1912 from a primary tide station located on
Steel Pier. The mean tidal range is 1.25 meters, with the normal tidal range
varying from 0.98 meter for neap tides to 1-52 meters for spring tides. The
highest recorded storm tide at Atlantic City, 2.32 meters above MSL (Table 2),
occurred during a hurricane in September 1944. The March 1962 storm caused
the second highest storm tide, 2.19 meters above MSL (Table 2). Additional
information on extreme high tides and frequency of maximum monthly high tides
is provided in Table 3 and Figure 18, respectively (U.S. Congress, 1964a).
The National Ocean Survey's (NOS) accepted mean tidal heights for this
location, based on the timespan 1948 to 1966, referenced to the ocean MLW
datum, are: mean high water (MHW), 1.25 meters; mean tide level, 0.62 meter;
National Geodetic Vertical Datum (NGVD), 0.50 meter; and MSL, 0.63 meter.
During the period 1912 to 1969, the apparent secular trend for the change in
sea level at Atlantic City was a rise of 0.283 centimeter per year (Hicks,
1972). Approximately 0.1 centimeter per year of this change is due to the
glacial-eustatic rise in sea level, with the remainder attributed to
subsidence.
The seemingly minor, but never-ending changes in sea level (Fig. 19),
Spanning years and decades, are masked by the more dramatic changes due to the
meteorological and oceanographic parameters affecting the yearly variability
in sea level. These include variations in wind, currents, water temperature,
salinity, river discharge, and direct atmospheric pressure (Hicks, 1972).
Table 4 provides a summary of physical characteristics relating to
Atlantic City.
III. DATA COLLECTION AND ANALYSIS
le. Establishment of Profile Lines.
Seven profile lines were established along azimuths normal to the shore-
line in 1962 (Fig. 1). The spacing between adjacent profile monuments gener-
ally increased from profile lines 1 to 7 with the smallest distance between
profile lines 1 and 2 at 426 meters, and the greatest distance between profile
lines 6 and 7 at 1.62 kilometers. Some of these monuments were, however,
offset from the actual profile lines. Standard bronze Corps of Engineers'
disks were placed on or near profile lines 1 to 4, and 6 in 1975, and profile
lines 5 and 7 in 1976. Each monument was then referenced horizontally to the
New Jersey Transverse Mercator and vertically to NGVD (sea level datum of
23
Table 2. Height of storm tides at
Atlantic City.
Yr Elevation to MSL
Note--Data for 1933-62 from U.S. Congress
(1964a); data for 1963-72 compiled by subtract-
ing predicted tides from recorded tides (NOS)
to determine highest for the year.
Table 3. Extreme high tides at Atlantic City (from U.S. Congress, 1964a).
3-yr Heights above MSL (m)
period SRE Bo ENC) CCE GT UE ENCE
occurrences
1936-38
1939-41
1942-44
1945-47
1948-50
1951-53
1954-56
1957-59
1960-612
Fan rN HD WN
i
fo}
ladjusted by fraction 3/2 to represent a 3-year period for purposes of comparison.
24
Derived from experienced record
of NOS lide goge at Atlantic City
(9-11 Mor. 1962)
An arbitrary extension passing through
the standard project hurricane value
of 16 feet assumed at 0.2 percent frequency
Elevation in Feet above MSL (1929 Adj)
27 (55) 10) -220 50 80 90 95 9899 99.899.9 100
Frequency inEvents / 100 Years
Figure 18. Frequency of maximum monthly high tides at
Atlantic City (from U.S. Congress, 1964a).
ay Trend Line
15
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~ 1910 1920 1930 1940 1950 1960 1970
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Figure 19. Change in sea level with respect to adjacent land
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26
1929). All survey work for profile documentation was performed by the U.S.
Army Engineer District, Philadelphia. Profile line documentation is discussed
further in Appendix A.
2. Frequency of Surveys.
The general criteria considered in establishing survey frequencies were
the periods of maximum beach change caused by seasonal effects as well as
weather forecasts indicating a high probability of beach erosion due to
storms. Survey frequency was greatest during the fall and winter months with
a particularly large number of surveys taken during the first quarter of 1963,
at the beginning of the project, and in 1968-70 when a series of 10 weekly
surveys was done. Figures 20 and 21 show the number of surveys at Atlantic
City by quarter (3 months) and by month, respectively.
= 09
So
~
S
2 10
5
Bo 6
te
uw
= 0
3 1962 1963 ISC4S RISES ES N966n) B96 sIS68 96S OOS 7) 1972 1973
Yr
Figure 20. Frequency of surveys at Atlantic City.
20
No. of Surveys (1962 - 72)
Jan. Feb. Mor. Apr. May June July Aug. Sept. Oct. Nov. Dec.
Figure 21. Total number of beach profile surveys,
by month, at Atlantic City.
27
Surveys were initially intended to be conducted every 2 weeks and after
significant storms. However, an examination of the initial surveys showed
that the engineering significance generally associated with beach changes in a
2-week period was of limited value. Therefore, the interval between regularly
scheduled surveys was extended to 1 month or even longer during the summer.
3. Field Survey Technique.
The general data collection procedure consisted of setting up a surveyor's
level at or near a previously established point of known elevation or “bench
mark,” usually located on the seaward side of the Boardwalk (Figs. 22 and
23). Then, using a tape and Philadelphia rod, readings were taken along each
profile line at approximately every 15 meters or at breaks in slope. Profile
alinement was maintained by sighting on preestablished predominant landmarks
such as telephone poles or buildings along the Boardwalk. Horizontal dis-
tances were recorded to the nearest 0.3 meter and elevations to the nearest
0.03 meter, except when hand leveling was used.
~
Figure 22. Surveying crew setting up for another reading (16 January 1968).
When the Philadelphia rod reached an elevation where it was out of view
through the level, the general procedure was to hand level down to the surf
with the rodman wading out as far as possible. Occasionally, the rod was
"boosted" (or raised) a known distance to the top of the rodman's boot or belt
to obtain the last point without hand leveling. Turning points were also
used; however, before 1972 the leveling was not closed back to either the
turning points or to the starting bench mark, so the reliability of the turn-
ing points could not be determined.
The surveying party consisted of a six-man hydrographic surveying crew
from the Philadelphia District, except for a period in 1963 and 1964 when a
private firm was contracted to do the work. The six-man crew either worked as
28
MS eehwe REO ee OP eT BE
$ <a ea: 3 es
SR ce SS sa TS
Saas
Figure 23. Rodman in the surf (16 January 1968).
a single crew or split into two three-man crews to expedite the work. The
crew also collected sand samples at various times at selected profile lines.
In addition to surveys by conventional surveying methods, an experimental
program was conducted to test a method of obtaining. profiles by observing sand
levels on pipes located at approximately 15-meter intervals along selected
profile lines (Urban and Galvin, 1969). Profile lines 5 and 7 at Atlantic
City were selected for this program.
To establish the pipe profiles, 6.4-meter-long iron pipes (marked at 0.15-
meter intervals and usually warked before emplacement) with 3.8-centimeter
(inside) diameters were jetted 4 meters into the sand. A type of reflecting
material or a sign was displayed on the pipes as a safety measure for beach
buggy traffic at night.
Unpaid local observers enlisted by the Philadelphia District made weekly
observations of the sand elevation at each pipe. These observations were
recorded on forms and mailed weekly to CERC. At CERC, the sand elevations
were converted to elevations above MSL and the data were stored in the stan-
dard survey format. These data are available in Urban and Galvin (1969).
4. Accuracy of Field Surveys.
A certain degree of error is inherent in any data collection procedure,
even under the most ideal conditions. Some of the possible errors encountered
throughout these surveys are discussed below.
Random reading errors were minimized by using a rod graduated in tenths of
a foot. Since the only readings requiring a greater precision (to the nearest
hundredth of a foot) were at the bench mark and at turning points, and these
sight lengths were usually less than 76 meters (250 feet), no significant ran-
dom error should occur (Czerniak, 1972).
29
Systematic errors due to condition of the level, rod out of plumb,
temperature of tape, slope of tape, and tape not on line were considered
insignificant and had no great effect on the data collected. Bad turning
points undoubtedly resulted in some error, but since the leveling was not
closed back to the bench mark, there is no definite method of determining
specifically when an error might have occurred or to what extent. Another
source of systematic error results from the sag of the tape and wind effects
on taping. The magnitude of this error is assumed to be an average maximum of
-0.-i foot per 200 feet of tape length.
Taking into account these error possibilities and various other errors due
to human and environmental causes, the data were considered “accurate” if
every point on the profile was within +0.05 foot vertically and +0.5 foot
horizontally of the actual values. The data were also considered “dependable”
if sufficient checks on the survey data were performed to ensure that no per-
sonal errors affected the data. Based on these criteria, it was concluded
that the data obtained were of acceptable accuracy and dependability.
5. Data Reduction and Quality Control.
Until 1968, survey data were recorded in field notebooks, reduced and
hand-plotted by the surveyors, and then forwarded to CERC. These plots were
later digitized and placed in a punchcard format. After 1968, the survey data
were still recorded in fieldbooks, but the data were then transferred to
optical scanning forms before being sent to CERC. At CERC the data were
logged and scanned with an optical mark page reader (OMPR) to produce punch-
cards. The cards were then read into a computer where the data were processed
using an editing program which plotted profile points. From these plots,
apparent errors were identified and returned to the surveyors for correction
or comment. A final edit check was made and the data were stored in a
magnetic-tape format when all detectable errors were satisfactorily corrected.
A quality control study by Czerniak (1973) indicated a 25 percent proba-
bility that there would be an error of +0.1 foot in the recorded elevation of
a surveyed point due to rounding by the survey party in the field. Because of
the improbability of this rounding error occurring numerous times on the same
profile, this error, if present, should have no adverse affect on any data
analysis.
Figure 24 diagrams the basic steps taken throughout the BEP program from
the initial observation in the field to the final computer output.
Appendix B provides a tabulation, by profile, of all the survey data
collected during the study.
6. Data Analysis.
Two primary parameters calculated from the profile data are (a) the change
in MSL shoreline (AS) and (b) the change in unit storage volume (AV). The
first parameter, AS, is the horizontal change, between surveys, of the posi-
tion of MSL at a profile line. If the beach at MSL prograded during the time
between surveys, a positive number would result for AS; a negative value
would result if the beach receded. The second parameter, AV, is the change
in volume above MSL between two surveys for a unit width parallel to the
shoreline at a profile line. If accretion occurs between surveys, AV will
have a positive value, and if erosion occurs, AV will be negative.
30
Scanning
START aa
\
'
|
\
!
'
I
!
|
Quality Control
onwRejectS# aie
Printed
and Plotted
Output
S
S
Analysis Computer
Programs __ Edit
Figure 24. BEP data processing.
END
The values for AS and AV are limited in two significant ways (see
Figs. 25 and 26). The lower limiting elevation of the surveys for computa-
tional purposes is MSL and therefore the values do not provide any indication
of changes below MSL. The volume computations are also based on a landward
boundary, common to most of the surveys, for each profile line. As a result
of these two limiting factors, there generally exists a landward region of
change as well as the probably more substantial below-MSL region of change
which are not included in the computed volume.
Londward Boundory
Figure 25. Change in MSL shoreline at profile line, AS.
IV. RESULTS
1. Short-Term Changes.
ae Changes During Storms. Storms contribute substantially to short-
term beach profile changes by their very nature of short duration and high
31
Londward Boundary
Area Change to Shore
Figure 26. Change in unit storage volume at profile line, AV.
intensity. Seventeen storms, predominantly northeasters, were selected for
analysis based on the following criteria (see Table 5):
(1) Existence of prestorm surveys no more than 4 weeks before
the storm and poststorm surveys no more than 1 week after the storm;
(2) data indicating wave heights of 1.22 meters or greater dur-
ing the storm (this value was arbitrarily chosen due to the 0.85-
meter value for mean wave height determined by Thompson and Harris,
1972); and
(3) no other known significant weather events occurring between
surveySe
Visual observations indicate that the predominant breaking wave directions
during storms are from the east and southeast. Wave breaker types most conm-
monly observed were either plunging or spilling (Urban and Galvin, 1969).
Analysis of the selected storms for which actual tide data were available
demonstrated an average maximum storm-generated surge at high water of 0.5/7
meter.
An effect which must be considered is the timelag between the storm and
the poststorm survey which varies from 0 to 6 days. The greater the lag, the
more probable that the beach has already begun recovering, thereby not indi-
cating the total storm change (Birkemeier, 1979). (See Appe C for plots of
prestorm and poststorm surveys. )
Figure 27 depicts the mean and standard deviation of unit volume changes
above MSL, by profile, for the selected storms. Due to the relatively few
storms analyzed, this information provides only a possible trend of unit
volume changes at each profile line. Profile lines 2, 5, 6, and 7 underwent
the greatest average unit volume loss of 6 cubic meters per meter or greater
during these stormse This is partly explained by the fact that the general
direction of longshore transport during storms is from northeast to southwest
in this area. Consequently, profile lines 2 and 5 are in littorally depleted
locations as a result of updrift groins and other manmade obstructions to lit-
toral drift (see Fig. 3). However, profile lines 6 and 7 are on relatively
unobstructed beach, so their changes in unit volume are presumably due to
onshore-offshore sand movement, or possibly movement downshore into the unsur-
veyed part of Absecon Island.
The wide deviation at profile line 1 is undoubtedly a direct consequence
of its location immediately downdrift of the Absecon Inlet jetty. Profile
line 4, on the other hand, indicates a zero average unit volume change in
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33
Standard Deviation
16 ve
Unit Volume (m®/m)
Sondard Deviation
Profile
Figure 27. Mean and standard deviation of unit volume changes
by profile for 17 selected storms at Atlantic City.
addition to having the smallest deviation of all profiles. Profile line 4,
therefore, appears to maintain a reasonably stable unit volume throughout
storms. This apparent anomaly may possibly be related to the number and type
of structures near the profile; i.e., Steel Pier and Steeplechase Pier updrift
of the profile, as well as two groins located on either side of Steel Pier
(Table 1). In addition, another groin located just downdrift of the profile
causes a “boxed-in" effect which could possibly contain a bulk of the littoral
material.
Figure 28 illustrates the mean unit volume changes and standard deviations
by contour above MSL for all profile lines during the selected storms. The
greatest average unit volume loss occurs between the +0.5- and +]l.0-meter con-
tours. The figure also shows that the greatest deviations from the mean occur
between the 0.0- and +2.0-meter contours. This is to be expected because wave
action is concentrated in the foreshore region and thereby lends to greater
variations in volumes of material moved. Also, it is possible that the maxi-
mum average unit volume loss occurs between the +0.5- and +1.0-meter contours
because the average maximum surge above high water, which allows waves to con-
centrate, during those storms is 0.5/7 metere Alternately, the variation in
volume change generally decreases with increasing elevation above +2.0 meters
because this part of the profile remains relatively stable, except in severe
storms, due to its increased distafice from the scouring effects of wave
action. This higher part of the beach not only remains relatively stable, but
it accretes an average of 0.21 cubic meter per meter per storm between the
3-0- and 3.5-meter contours.
Since losses from the lower contours clearly exceed gains along the upper
contours, sand is moving either offshore or alongshore. The most intense
storms resulted in -20 cubic meters per meter volume changes above MSL, which
34
Standord Deviation
| y/ ¢
Unit Volume ( m3/m)
0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Contour above MSL (m)
Figure 28. Mean and standard deviation of unit volume changes by contour
for 17 selected storms at Atlantic City profile lines.
is -100,000 cubic meters over the 5-kilometer study area compared to the gross
annual longshore transport rate of about 500,000 cubic meters (for the entire
littoral zone); this short-term beach erosion indicates that most of the sedi-
ment transport during storms is offshore.
In Figure 29 the unit volume changes at each profile, as determined from
prestorm and poststorm survey data, are compared to the changes in MSL shore-
line position (0.0 contour) for the same storm data. In this way, volume
changes resulting in accretion and erosion are compared to shoreline changes
resulting in progression (advancement) and recession (retreat). Figure 30,
which depicts trends in volume change versus shoreline change for selected
storms, shows considerable differences between these two values, indicating,
at least during storms, that volume accretion is not necessarily accompanied
by MSL shoreline progression nor is volume erosion always accompanied by MSL
shoreline recession. These data demonstrate the need for caution when eval-
uating short-term beach changes from aerial photos.
be Beach-Fill Changes. Two major beach-fill projects at Atlantic City
during the BEP study (in 1963 and 1970) used a combination of stockpiling and
direct placement. Stockpiling entails periodically placing beach material at
a concentrated updrift location in the depleted area, and allowing natural
processes to move the fill downdrift to nourish the beache Direct placement
involves placing the fill along the entire area to be nourished.
As mentioned previously, the 1963 fill project consisted of 428,000 cubic
meters of fill placed between Oriental and Virginia Avenues to replenish the
greatly eroded beach resulting from the March 1962 storm. Figures 31 and 32
indicate the 1963 and 1970 beach-fill limits and the beach profiles before and
after both fills. Figure 33 shows the unit volume change from 1963 to 1972
for each profile line. These data indicate that the 1963 fill remained for
approximately 4 years on profile line 3 and provided nourishment to profile
lines 4 to 7 at later times as a result of natural processes, as indicated by
the dashline tracing volume increases along the profile lines. However, those
same natural processes caused a continued erosion problem that required the
35
Unit Volume Chonaes Above MSL (m/m)
Mm
2)
Figure 29.
Unit Vol. Changes (m/m) Change in Dist. (m) to MSL Contour
30
20
10
13 Jon. 1964 0 13 Jan. 1964
| -10
20
10
23 Sept. 1964 0 23 Sept. 1964
10 f
-20 2
B
c
3
2
3
=
s
10 ra
F 16 Sept. 1967 0 16 Sept. 1964 cs
-10 =
-20 é
-30 5
10 =
25 Jon. 1968 0 | Se 25 Jon.1968 §&
| | | | -10
10
8 Feb.1968 : a 8 Feb. 1968
Ci isa] | | -10
20
10
on 25 Feb. 1968 9 25 Feb. 1968
-10
-20
-30
20
10
pe | Mar. 1968 0 | Mar. 1968
-10
-20
IP P2ReS ke 4 SaG - Di) Gh Be Off
Profile Line’
Comparison of unit volume changes and MSL shoreline
position changes by profile for 17 selected storms.
36
Unit Vol. Changes (m/m) Change in Dist. (m) 10 MSL Contour
10 10
0 13 Mor. 1968 0 13 Mar. 1968
-10 -10
-20 -20
10
0 : 22 Jan. 1969 0 . 22 Jan. 1969
-10 -10
-20
-30
10 10
of ay eee 0 a a= 10 Feb 1969
-10 -10
10 10
of 18 Feb. 1969 of __—__- 18 Feb. 1969
€ -10 -10 fe
"Ee 30 o
20 20 5
wn wn
= 10 10 Ss
BG 2 Mar. 1969 2Mor.1969 $
3 lO -10 a
> .20 <
& -30 =
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3 Oa 5
= 20 s
SS) Wn
10 10 <
0 7 Mar. 1969 0 7 Mar. 1969 oh
-10 -10 &
30 -20
20 0
10 10
0 !1 Dec. 1969 0 11 Dec. 1969
-10 -10
60
50
40
30
20 20
10 10
0 17 Dec. 1970 0 17 Dec. 1970
-10 10
Dp f 2° 4 1G -6 7
-30
PASS Ore Profile Line
Figure 29. Comparison of unit volume changes and MSL shoreline position
changes by profile for 17 selected storms.--—Continued
37
80
70
60
Accretion—Recession 20
Erosion-Recession Erosion—Progression
Chonge in MSL Shoreline Position (m)
-60
Unit Volume Change By Profile (m3/m)
Figure 30. Trends in volume change versus shoreline change
for 17 selected storms.
Brigantine
Absecon Inlet
Oriental Ave Jetty
Scale(m)
Atlantic Ocean 0 500 10001500
Figure 31. Limits of 1963 and 1970 beach fills at Atlantic
City (Everts, DeWall, and Czerniak, 1974).
38
1963 Fill 1970 Fill Profile
Line
Elevation above MSL (m)
| j
|
|
|
}
|
|
am Ww PP
0 100 200 0 100 200
Distance along Profile Line (m)
Figure 32. Cross section of beach from profiles taken
before and after beach nourishment in 1963 and
1970 (from Everts, DeWall, and Czerniak, 1974).
(Above MSL, in m°/Lineal m of Beach)
>
Profile Line
rm o nt a
oO oO o o
a a a nD
Survey Date
1971
Figure 33. Sediment volume measurements between surveys relative to first
survey ("“zero” unit volume is the volume during the first survey
in October 1962). Dashline indicates probable alongshore movement
of some volume of the beach fill as determined by volume increases
along profile lines 4 to 7 (Everts, DeWall, and Czerniak, 1974).
39
placement in 1970 of an additional 635,000 cubic meters of beach material
between Oriental and Illinois Avenues (see Figs. 31 and 32). The fill mate-
rial in each case was similar to the natural beach material, with a mean grain
size of 0.3 millimeter. Again in 1970, profile line 3 indicated a trend to
maintain much of the fill for an extended time period (Fig. 33). Although
surveys were not conducted after 1973, it can be assumed that some of the fill
migrated down the beach to the other profile lines as did some of the 1963
fill. Some information supporting this assumption is shown by comparing the
photos in Figures 34 and 35 (taken in November 1970) with the photos in
Figures 36, 37, and 38 (taken in March 1979 at profile line 2). Note the
considerable amount of beach after the beach fill in 19/70, compared to the
practically nonexistent beach in 1979. Also, note the wide beach in Figure 39
(taken at profile line 6 in March 1979) compared to the lack of beach in Fig-
ures 36 and 37.
Figure 34. View ot scarp just north of profile line 2
(24 November 1970).
Figure 35. View landward from waterline at profile line 2.
Building at left, behind Boardwalk, is convalescent
home shown in Figure 38 (24 November 1970).
40
Figure 36. View of groin at Vermont Avenue from under the Boardwalk
at Rhode Island Avenue (profile line 2) (9 March 1979).
Figure 37. View of groin south of Rhode Island Avenue from under
the Boardwalk at profile line 2 (9 March 1979).
4l
Figure 38. View of erosion-scour at the base of the convalescent home
on the south side of Rhode Island Avenue (8 March 1979).
Figure 39. Looking shoreward from waterline at California Avenue
(profile line 6) on 9 March 1979. Note width of beach
compared to that at profile line 2 in Figures 23 and 34.
42
Additional short-term changes that primarily affect the upper sections of
the profiles result from the periodic removal of sand from under the Boardwalk
(see Figs. 40, 41, and 42) for use as fill elsewhere on the beach (see Fig.
43). Although this procedure has been observed, it is not well documented in
terms of frequency or quantities of material transferred. The project during
the winter and spring of 1979 was done by the City and called for the removal
of 36,600 cubic meters of sand from under the Boardwalk near profile line 7
(Richmond to Raleigh Avenues) (M. Ingram, City Engineer, personal communica-
tion, March 1979). This material was then placed on the foreshore midway
between profile lines 4 and 5. Because of the relatively fine size of this
well-sorted sand (0.18 millimeter compared with 0.27 millimeter reported by
Ramsey and Galvin, 1977, for average foreshore sand size in March), the mate-
rial would probably be easily eroded from the beach face.
Figure 40. Borrow site under Boardwalk at Richmond Avenue on 9 March 1979.
Note amount of sand removed by comparison to sand still evident
behind and under Boardwalk (compare also to Fig. 39).
Figure 41. Trucks waiting to be filled with sand near
Raleigh Avenue (9 March 1979).
43
Figure 42. Front loader filling truck with sand excavated from
under the Boardwalk near Raleigh Avenue (9 March 1979).
Figure 43. Site of beach fill near St. James and New York Avenues
(9 March 1979).
44
2. Long-Term Changes.
Long-term changes include the cyclic seasonal changes (U.S. Army, Corps of
Engineers, Coastal Engineering Research Center, 1977) along with longer range
trends which may or may not be cyclic in naturee Changes in the MSL shoreline
position during 1962-73 are shown in Figure 44. The 1963 and 1970 beach fills
are evident on profile lines 1, 2, and 3 with subsequent progradation on the
downdrift profiles, which was also shown in the unit volume changes (Fig.
33). Figure 45 depicts the average unit volume and MSL shoreline position by
month for each of the profile lines. The mean of the monthly averages for
each profile is indicated by the “zero” unit volume, whereas the “zero™ MSL
shoreline position is the shoreline position during the first survey. Figure
45 shows that seasonal changes do occur at Atlantic City, with the least vol-
ume of sand on the beach from January to March and the greatest volume of sand
generally from June to August. This large quantity of sand also appears pre-
dominantly on profile lines 1, 2, and 3 with profile lines 5, 6, and 7 showing
a loss of sand during June and July. These extremely large volumes at profile
lines 1, 2, and 3 predominantly reflect the beach fill of 1963 in which ‘the
bulk of the fill material was placed along these profile lines as shown in
Figure 32. These values may also be misleading since only four surveys were
conducted in June and two in July throughout the ll-year study period, with
each of the profile lines surveyed twice during June, July, and August of 1963
after the 1963 beach fill. June and July were the least surveyed months
during the study period (Fig. 21). Im addition, all profile lines were sur-
veyed in August 1970 after the 1970 beach fill, thereby adding a bias to the
six surveys conducted in August throughout the studye Therefore, the infor-
mation for these months is less representative of average summer conditions.
To evalute the entire Atlantic City locality as a whole, AS and AV
were averaged by year in the alongshore directione The averaged alongshore
change in MSL shoreline, AS, is computed by summing the alongshore distance-
weighted yearly average values of AS at each profile line and dividing by
the total length of the study areae Similarly, the averaged alongshore change
in storage volume, AV, is computed using the alongshore distance-weighted
values of AV (Czerniak, 1974).
A comparison of the mean yearly changes in storage volume and MSL shore-
line (Fig. 46) shows that the long-term trends are influenced more by the
magnitude of the accretion-erosion and progression-recession occurring in
these years than by the number of net accretionary or erosional years. This
is clearly indicated by the high dependency on the two artificial beach fills
in 1963 and 1970 for the shape of the cumulative yearly change in storage
volume, AV (Fig. 46). In conjunction with this, yearly changes in the MSL
shoreline and storage volume vary considerably and appear to suggest no clear
pattern.
Figure 47 shows the changes in unit volume and shoreline position for the
years between the beach nourishment projects in 1963 and 1970. The slope of a
least square fit line drawn through the points on the plot of cumulative aver-
age yearly change in storage volume for the seven profile lines (Fig. 47)
provides a single number which best describes the rate of “natural” change in
the above MSL storage volume during this period. The line only provides a
general description of the trend in the data due to the wide yearly variation
45
15
10
jo me Jan. A Jon
10 -5
20 -10 i
30 -15
5
10
i RD. 9 8 Feb.
90 0 -5 —
60 ‘0 fe
10
30 i Mar. ; Mar
“20 as | = Ble ofa
0 -30 -15
-40
30 -50 10
120 0 [ Apr. a | rar Apr.
-20 “10
90 20 io
60 50 E Moy 9 am ie Moy
-10 aS
30 60 15
2 60 3
= = =
0 gz 40 23 «
2 ih} s
— 120 ae ‘ June 3 June =
E ete ‘ eS
Ss 90 eae = =
= Ss -40 ; ° s
s z g 3
a 60 5 80 o
(= > c
> 30 4 = 60 He %
2 Ey 20 10 2
= -30 os 0 July E July SF
120 as io
90 80
60 PrP
60 40 nS
15
i ‘ $f ia
° Aug 0 Aug
o} {W fe wot 3
15
-30 20 10
120 ° Sept. 8 Sept
-5
90 18 ais
60 ‘9 Oct 0 Be es 0
-10 *
10 5
30 °F eae Now: oh ne
(0) L 30 15
J 20 10
0 | te AL. Dec ian Dec
120 0 1234567 TCS
90 Profile Line Proline Line
60 Figure 45. Mean above MSL unit volume
30 7 changes and MSL shoreline
position changes by month
0 if (24 October 1962 to 1 May
-30 1973).
1962 1964 1966 1968 1970 1972
MSL shoreline changes
in time (missing data
shown by dashline).
Figure 44,
46
Artificial Beach
= 20 Fill
".
— 10
@
5
s 0
=-10
> 1963 1964 1965 1966 1967 1968 1969 1970 1971 1972
15 Artificiol Beach
c Fill
a=)
& 10
oO
a.
ra 8)
=
0
1963 1964 1965 1966 1967 1968 1969 1970 197! 1972
Yr
Figure 46. Cumulative yearly change in unit volume
and MSL shoreline at Atlantic City.
— 0.00 n/
0
1963 1964 1965 1966 1967 1968 1969
é oa +0.73 m/Yr
Oats 1965 1966 1967 1968 1969
ips)
So
Unit Volume (m?/m)
=)
MSL Position
Yr
Figure 47. Long-term changes in unit volume and
MSL shoreline from 1963-69 to eliminate
effects of 1970 beach fill.
(Fig. 33). Under these conditions, Figure 47 indicates that Atlantic City has
remained stable at 0.00 cubic meter per meter per year change above MSL during
the period from 1963 to 1969.
Applying the same procedure to the change in MSL shoreline over the same
period, the rate of change in the MSL shoreline indicates a progression of
0.73 meter per yeare However, this line likewise represents only a general
trend and only roughly approximates the actual rates of change in MSL shore-
line for the locality.
47
Further information on the MSL shoreline changes and the above MSL unit
volume changes through time by profile line is provided in Appendixes D and E,
which are large-scale figures by profile of Figures 44 and 33, respectively.
Ve DISCUSSION
1. Profile Changes.
In a study by the Beach Erosion Board (1950), various shoreline positions
from 1841 to 1947 were compared to determine a trend in shoreline advance and
retreat along the beaches at Atlantic City. It was found that considerable
shoreline retreat occurred at the inlet entrance from 1841 to 1936. After
1936 the inlet shoreline remained reasonably stable due to the installation of
protective structures such as bulkheads and groins. The greatest natural
change at the inlet entrance from 1936 to 1947 was a progressive lowering of
the beach.
The ocean shoreline beginning 300 meters northeast of Garden Pier and
extending 1.2 kilometers southwest to Central Pier receded between 1936 and
1947 with a greatly accelerating rate after 1939 (Fig. 48). After the place-
ment of a beach fill in 1948, from July 1948 to August 1960, the shoreline
between the Oriental Avenue jetty and New Hampshire Avenue experienced pro-
gression ranging from a maximum of about 52 meters at the jetty to about 6
meters at New Hampshire Avenue. During this same period the shoreline between
New Hampshire Avenue and Steel Pier receded, with few exceptions, from a maxi-
mum of about 40 meters between Vermont and Rhode Island Avenues to a maximum
of 3 meters in the region east of Steel Pier. The recession between Vermont
and Rhode Island Avenues duplicated the shoreline position of 1936 (Fig. 48).
Surveys in July and October 1948, February and May 1949, January 1950,
December 1958, August 1959 and 1960, and March 1962 provide detailed profile
data for the area between the Oriental Avenue jetty and Steel Pier (U.S.
Congress, 1964b). There are no indications, from the previous data, of any
definite quantitative trends in volumetric changes along this reach extending
from the Boardwalk to approximately 1.8 meters below MLW. Likewise, for the
ll-year BEP study, there appears to be no clearly defined trend in volumetric
changes throughout the seven selected profiles. The two most significant
events are the 1963 and 1970 beach fills and the natural transport of that
material downdrift, as shown in Figure 33.
Figure 49 depicts four sets of profiles of the beach and offshore regions
from January 1936 to February 1948 (before the 1948 beach fill). These pro-
files indicate that relative stability increases with distance southwest from
the Oriental Avenue jetty and Absecon Inlet.
Profile envelopes for each profile line throughout the study period (App.
F) depict the entire range of maximum and minimum elevations surveyed at given
distances along the profile line and do not appear to indicate any clear trend
to greater stability from profile line 1 to profile line 7.
48
"(OS6T “PrPOg UOTSOAG YoReg) ByY6T-TygT ‘AITO OFIUeTIY Je seBueYO euTTeT0YS “gy san8TA
N V J 90 Sia 4§ 0091 008 0
4 aT ia Sot Ny Gg eae.
a 1 OTT eee
‘ oF 6a!
——1v6l
SS
7 at
ae es Db
ot toe ai
2a Alike Wine] Ht:
3 Site
CSS ee sects aie
i Qee ‘Aine
z 2Av [ase aver.
4 —___._ @e .,
gs I o————. 6 .
ze ° ee .
y o- me .
! af a. dom,
ke ——————y- ret re
if |, et wo,
. °
wer Bel SDA Hee
wv ECE
49°
MEAN LOW WATER O
OCEAN
ATLANTIC
LOCATION MAP
SCuLL OF Pex
OGE OF BOARDWALK
ct
LEGEND
JAN, 1936 -—--—=——— === === == —
FEB, 1939
5 apn, 1947 —
FEB, 1948
‘APR iday=
ELEVATIONS
Figure 49. Profile changes along Atlantic City, 1936-48 (Beach Erosion Board,
1950) -
2. Seasonal Changes and Wave Climate.
Figure 50 combines mean monthly wave height and period information
obtained from Atlantic City and the Toms River Coast Guard Station (Fig. 1)
for comparison. Of these sources, the gage data are considered more reliable
although the visual observations provide important nearshore wave direction
information. The page data (Thompson and Harris®, 1972) were obtained from 7-
minute pen-and-ink records taken six times daily from a 7.62-meter relay-type
gage located on the seaward end of Steel Pier. The visual observations (made
by local volunteers) include estimations of nearshore wave period, height,
direction, and breaker type. The Cooperative Surf Observation Program (COSOP)
data were also obtained visually by cooperating personnel from U.Se Coast
Guard Stations at Atlantic City and Toms River. As shown in Figure 50, there
is considerable variation between these sources of wave data.
50
Wave Period (s)
1.75
—— Visual Observation at Atlantic City ( Jan. 1968 - Oct. 1974)
1.50 —-— Toms River COSOP Data ( 1954 - 1957)
como Atlantic City Gage Data (1964-1967) (see Figs. 14,15, and 16)
V.25 Fo sereeeeeee Allantic City COSOP Data (1955-1964) A
Lam
Mean Wave Height (m)
Jan. Feb. Mar. Apr. May June July Aug. Sept. Oct. Nov. Dec.
Figure 50. Mean monthly gage and visual data for wave
heights and periods for Atlantic City.
The visual observation data indicate that the breaker approach is
predominantly from within a sector of 5° to the left of shore-normal to an
observer on the beach.
3. Coastal Engineering Implications.
The data in this study largely indicate the far-reaching influence of the
two beach fills of 1963 and 1970. Judging from the volumetric and MSL shore-
line changes through time, shown in Figures 33 and 44, respectively, the beach
fills accomplished their purpose of rebuilding the beach, not only where the
fill was directly placed, but also downdrift, as the result of natural lit-
toral processes. The severe erosional condition at profile line 2, however,
bears closer examination to determine the specific causes as well as possible
solutions to this critical problem.
Among the greatest difficulties in determining how and where the sand is
transported are the incomplete surveying of the entire Absecon Island and the
Sil
relatively shallow surveying out to only 2 feet below MSL. Therefore, the
amount of sand transported offshore or alongshore to the southwest cannot be
determined. To better understand the complex and dynamic sediment movement in
this area, and thereby arrive at a functional solution, the entire island
should be studied as a complete system from Absecon Inlet to Great Egg Harbor
Inlet. This would enable a more reliable description of the processes
involved along this coastline. More information should also be obtained
relating to the processes of the inlets at both ends of the island to enhance
the understanding of the impact these inlets have on Absecon Island.
Prestorm and poststorm surveys played an important role in understanding
some of the storm-related processses taking place along this coast. Addi-
tional surveys of this type would significantly increase the awareness of just
how much sand is moved and where during storms, which would then enable the
area to plan accordingly before the storm season. Again, this points out the
need to survey farther offshore to locate where some of the sand is being
transported.
The implications of the beach-fill project in March 1979 indicate the need
for careful planning of the time, location, and grain size of the fill mate-
rial when undertaking such a project. The grain size of the fill material
taken from under the Boardwalk for this project was much smaller than the
median grain size of the beach material in the vicinity of the nourishment
project. This factor, in conjunction with the time of year (March being a
highly susceptible time for storm waves), resulted in most of the fill being
washed away almost immediately on placement, according to a bulldozer operator
on the site. This beach-fill project, then, appeared to be much less success—
ful than the two fills conducted in 1963 and 1970.
VIe SUMMARY
Each of the seven profile lines at Atlantic City, spaced from a minimum of
467 meters to a maximum of 1.62 kilometers apart, was surveyed a minimum of
118 times, generally from the seaward edge of the Boardwalk to wading depth.
Frequency of surveys ranged from weekly to quarterly (Figs. 20 and 21). Dur-
ing the study there were 17 reasonably well-documented storms with prestorm
and poststorm surveys (Table 5).
The study area extends 5 kilometers southwest from the Absecon Inlet jetty
and is comprised of 0.27-millimeter median grain-size quartz sand. The fore-
shore slope ranges from 0.039 to 0.066 with an average of 0.047 over the seven
profile lines. The berm width, measured from the Boardwalk, extends between 5
meters at profile line 2 and 180 meters at profile line 1 with an overall
average of 80 meters. The average berm elevation above MSL is 2.2 meters with
a range beween 1.3 and 3.0 meters.
Winds are generally out of the southwest quadrant with mean speeds ranging
from 20 to 45 kilometers per hour (Figse 9, 10, and 11). The mean significant
wave height is 0.81 meter with a mean wave period of 8.18 seconds consisting
predominantly of plunging waves. The area also has a mean tidal range of 1.2
meters.
Among the largest natural changes measured between surveys at a single
profile line were a volume loss of 51.39 cubic meters per meter during the
SZ,
storm of 2 March 1969 at profile line 5 and a shoreline recession of 30.18
meters during the 25 February 1968 storm at profile line 7. Storm changes
(Fige 30) indicate no clear correlation between shoreline recession and
erosion, as might be expected. For example, during the 2 March 1969 storm,
the average shoreline accreted 6.99 meters, whereas the average above MSL unit
volume eroded 11.01 cubic meters per metere However, profile line 2 shows the
most critical erosion, as shown in Figures 36, 37, and 38.
Major beach-fill projects were completed in 1963 and 1970, introducing
approximately 428,000 and 635,000 cubic meters of fill material, respectively,
to the northern end of the study area (see Fig. 31). These fills were reason-
ably successful in nourishing the beach, as shown in Figure 33.
Seasonal changes are indicated with a maximum volume of sand above MSL
from May through October (Fig. 45). The net volume change above MSL along the
beach, disregarding the 1970 beach fill, is near zero. Although the beach, as
a whole, experienced a near zero net change during the period 1963-69, there
was a shift of beach storage volume from the 1963 fill site on the northern
end of the study area toward the southwest, along the beach (Fig. 33). This
shift of beach volume was expected with time and resulted in an effective
beach-fill project.
In conclusion, this study was extremely valuable for the quantitative
determination of some of the shore processes taking place at Atlantic City as
well as to indicate how such studies may be accomplished more effectively and
efficiently in the future.
53
LITERATURE CITED
BEACH EROSION BOARD, “Atlantic City, NeJ-e, Beach Erosion Control Study,”
H.eDoce 538, 8lst Congress, 2d sesse, U.S. Army, Corps of Engineers,
Washington, D.C., 1950.
BIRKEMEIER, WeA., “The Effects of the 19 December 1977 Coastal Storm on
Beaches in North Carolina and New Jersey," Shore and Beach, Jan. 1979 (also
Reprint 79-2, U.S. Army, Corps of Engineers, Coastal Engineering Research
Center, Fort Belvoir, Vae, NTIS AO/0 554).
CZERNIAK, M.T., “Review of Survey Procedure: BEP Profiles in New Jersey,”
Memorandum for Record, U.-S.e Army, Corps of Engineers, Coastal Engineering
Research Center, Fort Belvoir, Vae, Apre 1972
CZERNIAK, M.Te-, “Evaluation of Quality Control on BEP Surveys,” U.S. Army,
Corps of Engineers, Coastal Engineering Research Center, Fort Belvoir, Va.,
unpublished, 1973.
CZERNIAK, MeT.-, “Magnitude of Changes on Three New Jersey Beaches,” draft
speech submitted to SEPM-AAPG, Apr. 1974.
EVERTS, C.H.e, “Sediment Budget, Great Egg Harbor Inlet to Townsends Inlet, New
Jersey," U.S. Army, Corps of Engineers, Coastal Engineering Research Center,
Fort Belvoir, Vae, unpublished, 1975.
EVERTS, CeHe, DeWALL, A-E., and CZERNIAK, M.T., “Magnitude of Changes on Three
New Jersey Beaches,” unpublished draft of presentation to annual convention
of the Society of Economic Paleontologists and Mineralogists, San Antonio,
Tex., Apre 1974.
EVERTS, C.H., DeWALL, A.E., and CZERNIAK, M.T., “Behavior of Beach Fill at
Atlantic City, New Jersey," Proceedings of the 14th Conference on Coastal
Engineering, American Society of Civil Engineers, Vol. 2, 1974, pp. 1370-
1388 (also Reprint 12-74, U.S. Army, Corps of Engineers, Coastal Engineering
Research Center, Fort Belvoir, Vae, NTIS AO10 752).
HICKS, SeDe, “On the Classification and Trends of Long Period Sea Level
Series," Shore and Beach, Vole 4, Noe 1, Apre 1972, pp. 20-23.
HICKS, S.D., “Trends and Variability of Yearly Mean Sea Level (1893-1971),"
Technical Memorandum No. 12, National Oceanic and Atmospheric Administra-
tion, National Ocean Survey, Rockville, Md., Mar. 1973.
NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION, “Tide Records from Steel
Pier, Atlantic City, NeJ., 1963-1972," unpublished, National Ocean Survey,
Rockville Md., 1972.
NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION, “Tide Tables, East Coast of
North and South America, Including Greenland,” National Ocean Survey,
Rockville, Md., 1979.
NEUMANN, C.Je, et ale, “Tropical Cyclones of the North Atlantic Ocean, 18/71-
1977," U.S. Department of Commerce, National Climatic Center, Asheville,
NeC., June 1978.
54
RAMSEY, MeD.e and GALVIN, C.J., Jre, “Size Analysis of Sand Samples from
Southern New Jersey Beaches," MR 77-3, U.S. Army, Corps of Engineers,
Coastal Engineering Research Center, Fort Belvoir, Va., Mar. 1977.
THOMPSON, E.F., “Wave Climate at Selected Locations Along U.S. Coasts,”
TR 77-1, U.S. Army, Corps of Engineers, Coastal Engineering Research Center,
Fort Belvoir, Va., Jan. 1977.
THOMPSON, E.F.e, and HARRIS, DeLe, “A Wave Climatology for U.S. Coastal
Waters," Proceedings of the Fourth Offshore Technology Conference, Vol. 2,
1972, pp- 675-688 (also Reprint 1-72, U.S. Army, Corps of Engineers, Coastal
Engineering Research Center, Fort Belvoir, Va., NTIS 746 365).
URBAN, HeDe, and GALVIN, C.Je, Jre, “Pipe Profile Data and Wave Observations
from the CERC Beach Evaluation Program, January-March 1968," MP 3-69, U.S.
Army, Corps of Engineers, Coastal Engineering Research Center, Fort Belvoir,
Vae, Sept. 1969.
U.S. ARMY, CORPS OF ENGINEERS, COASTAL ENGINEERING RESEARCH CENTER, Shore
Protection Manual, 3d ede, Vols. I, II, and III, Stock No. 008-022-00113-1,
U.S. Government Printing Office, Washington, D.C., 1977, 1,262 pp.
U.S. ARMY ENGINEER DISTRICT, PHILADELPHIA, “Technical Studies of Inlets,”
Philadelphia, Pa., Apr. 1938.
U.S- ARMY ENGINEER DISTRICT, PHILADELPHIA, “New Jersey Coastal Inlets and
Beaches, Barnegat Inlet to Longport,” Interim Report, Philadelphia, Pa.,
Sept. 1974.
U.S. CONGRESS, “Improvement of Storm Forecasting Procedures,” Hearing of the
Subcommittee on Oceanography of the Committee on Merchant Marine and
Fisheries, 8/7th Congress, 2d sess., Apr. 1962.
U.S. CONGRESS, “Interim Hurricane Survey of Atlantic City, New Jersey," H.Doc.
298, 88th Congress, 2d sesse, 1964a.
U.Se CONGRESS, “Atlantic City, New Jersey, Beach Erosion Control Study,”
HeDoce 325, 88th Congress, 2d sesse, 1964b.
U.S. NAVAL WEATHER SERVICE COMMAND, “Summary of Synoptic Meteorological
Observations (SSMO), North American Coastal Marine Areas,” Vole 2, May 1970.
YASSO, WeE. and HARTMAN, E.M., Jre, “Beach Forms and Coastal Processes,” New
York Bight Atlas Monograph 11, New York Sea Grant Institute, Albany, N.Y.,
Jan. 1975.
55
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ue
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i sah ‘ w
‘cgerone MBE, emg
Dat ii bashe ai
oe AN ory A “is Wank ie a arly
APPENDIX A
PROFILE LINE DOCUMENTATION
The station description forms in this appendix provide a summary of all
data needed to recover or reestablish a survey point.
The horizontal and vertical control was first established when Atlantic
City was surveyed for the Storm Warning Program, the forerunner of the Beach
Evaluation Program. Most of the bronze disks were placed on the profile lines
in 1975; a few were placed in 1976. All survey work was done by the U.S. Army
Engineer District, Philadelphia. The given elevations are referenced to sea
level datum.
The data on these forms are subject to change due to the reestablishment
of survey points, or the updating of culture shown. CERC should be contacted
for any updating of these data.
57
COUNTRY TYPE OF MARK STATION
U.S.A, Standard Bronze Disk BE-A Sta. 0+00 Profile line 1
LOCALITY STAMPING ON MARK AGENCY (CAST IN MARKS) ELEVATION (FT)
Atlantic City, NJ 7.20 a
LATITUDE LONGITUDE DATUM DATUM
39°21 57.72"
(NORTHING) HOS XPe0GK (FT) (EASTING) ( MORKDHHHEEGS (FT) |GRIO ANO ZONE ESTABLISHED BY (AGENCY)
oe ae
(NORTHING)(EASTING) (FT) (EASTING)(NORTHING) (FT) GRID ANO ZONE DATE OROER
TO OBTAIN GRID AZIMUTH, AOD : TO THE GEODETIC AZ!IMUTH
TO OBTAIN GRID AZ. (AOO)(SUB.) TO THE GEODETIC AZIMUTH
AZIMUTH OR DIRECTION
OBJECT ({GEODETIC)(GRID)
MAGNETIC
°
—
GRID DISTANCE
(METERS) (FEET)
GEOD. DISTANCE
(METERS) (FEET)
BACK AZIMUTH
The station is located in Atlentic City, NJ at the east end of Oriental
Avenue, and the north end of the west jetty of Absecon Inlet; 52.04 feet north
of PK (elevation 7.58') nail in the lower end of diagonal brace under the NE
corner of Coast Guard Lookout Tower; 11.69 feet east of NE corner of light stand
on east side of boardwalk; 10.0 feet east of east side of boardwalk; 9.97 feet
east of a PK nail in vertical side of the east stringer of boardwalk on centerline
of Oriental Avenue extended; 3.0 feet north of centerline of stone groin, and 1.0
feet south of centerline Oriental Avenue extended.
The station is marked by a standard disk grouted into the top of stone groin.
NJ Grid Azimuth of Line BE-A 321°-30'
Oriental Ave.
<2 qq3 j91U) uoDesqy
s
S
FS
Ss
é 1)
& /EX PkKnail
1
A Lookout Tower
High I
Rise |
arts: Line BE-A!
SKETCH |
DA FORM 1 959 REAL IACIE SION ROR M 320052 DESCRIPTION OR RECOVERY OF HORIZONTAL CONTROL STATION
ANO 1960, w
1ocT 64 ARE Bae SZ) Bw Cid For use of this form, see TM 5-237; the proponent
egency Is U.S.Continental Army Command.
58
COUNTRY = TYPE OF MARK STATION
USS Als BE=Biw cae Oe10) Profile line 2
LOCALITY STAMPING ON MARK AGENCY (CAST IN MARKS) ELEVATION a
LATITUDE LONGTUDE DATUM
39 21'44.56" 74 24'46.26" SalaDee L929
(NOR THING )HE00S X BGT (FT) (EASTING) (NBM KANG) (FT) |GRIO AND ZONE ESTABLISHED BY (AGENCY)
192 786 Eom | 2 071 767 xox] NJ Trans Merc, Corps of Engineers
(NORTHING)(EASTING) (FT) | (EASTING)(NORTHING) (FT) GRIO AND ZONE DATE ORDER
(m) (mM) 19 Nov 75 !
TO OBTAIN GRID AZIMUTH, ADD TO THE GEODETIC AZIMUTH
TO OBTAIN GRID AZ. (AOD)(SUB.) TO THE GEODETIC AZIMUTH}
AZIMUTH OR DIRECTION
OBJECT (GEODETIC)(GRID) BACK AZIMUTH aaa ats eeree
MAGNETIC
[alll eS (a ee : ; ‘ a ee ee |
ry =
°
GRIO DISTANCE
(METERS) (FEET)
The station is located in Atlantic City, NJ on the west sidewalk of Rhode
Island Avenue; 130.40 feet north of a square cut in the top of concrete reinforce-
ment on south side of boardwalk of Rhode Island Avenue (elevation 12.43'); 53.86
feet east of inner corner of Beachview convelescent home building; 48.5 feet north
of a timber bulkhead at the ocean end of avenue; 39.97 feet NE of outer corner of
Beachview convelescent home building; 10.00 feet south of top of fire hydrant and
1.5 feet west of the west curb of Rhode Island Avenue.
Station is marked by a standard disk grouted flush with sidewalk.
NJ Grid Azimuth of Line BE-B 332°-18'
Timber Bikhd.
© Fire Hydrant
Ave.
Rhode Island
|
SN iad BE-B
1
Boprdwalk
O U wy, 1 JJ =
1
Beach
: : [SKETCH ' : !
DA FORM 1959 RERCACE s OAURORMsaIes¢ DESCRIPTION OR RECOVERY OF HORIZONTAL CONTROL STATION
960
cashes ane eee 87, WHICH or uso of this form, see TM 5-237; the proponent
agency Is U.S.Continental Army Command.
59
COUNTRY. TYPE OF MARK STATION Profile line 3
UeuiShwAS Standard Bronze Disk BE-C Sta. (-)2+00 20' west
LOCALITY STAMPING ON MARK A AGENCY (CAST SEAR ELEVATION
Atlantic City, NJ BE-C -2+00 20'W Corps of Engineers 7.85
LATITUDE LONGITUDE DATUM OATUM
39921'36.91" 74°25'04.15" ee cae a | SplngDagelt 920%,
(NORTHING PEAGA HT (FT) (EASTING) ROM KRIS ) (FT) |GRIO ANO ZONE ESTABLISHED BY (AGENCY)
192 008 omxx}| 2 070 364 xuwx| NJ Trans Merc. Corps of Engineers
(NORTHING)(EASTING) (FT) | (EASTING)NORTHING) (FT)
(™)
GRID AND ZONE DATE ORDER
19 Nov 75
TO OBTAIN GRID AZIMUTH, AOD “TO THE GEODETIC AZIMUTH)
TO OBTAIN GRID AZ. (ADD)(SUB.) TO THE GEODETIC AZIMUTH
AZIMUTH OR DIRECTION
OBJECT (GEODETIC)IGRID)
MAGNETIC :
(M)
°
°
GRIO DISTANCE
(METERS) (FEET)
GEOD. DISTANCE
(METERS) (FEET)
BACK AZIMUTH
The station is located in Atlantic City, NJ on the west side of Delaware
Avenue inan area due for redevelopment; 45.23 feet north of south west corner of
sewer main cover; 32.25 feet north of a fire hydrant; 4.92 feet west of a PK nail
in the seam of west curb of Delaware Avenue.
Station is marked by a standard disk grouted flush into sidewalk, and is 20'
west of profile line.
NJ Grid Azimuth of Line BE-C 333°-26'
| LT 20°
| |
i |
<q I
xi g Fire Hydront 9
Sa us akide |
3 a | 5 o Bs
5 oO I! 5 > he
or i oct °
ra) «
vU |
is 1
« | [_) Sewer Main Cover
|
1 Boardwalk
|
Beach
1
Line BE-c~” :
BE-C"; 9 E timber
! q ‘ j
SKETCH 4 =f Groin
FORM RE RDA CIE SPOAREORMS B95 0 DESCRIPTION OR RECOVERY OF HORIZONTAL CONTROL STATION
DA 1.octT vl 959 Nae Ssseie ace Qug LINDA For use of this form, see TM 5-237; the proponent ie
agency Is U.S.Continental Army Command.
60
QUNTRY TYPE OF MARK STATION
LOCALITY STAMPING ON MARK AGENCY (CAST IN MARKS) ELEVATION
LATITUDE “LONGITUDE OATUM OATUM
Sep ehh 74°25'20.50" Pa ey Sul Dat 929
(WORTHING DREKREX HYG ) (FT) | (EASTINGSINDPR XKOWSX (FT) |GRIO ANDO ZONE ESTABLISHED BY (AGENCY)
191 081 wx |2 069 082 xpaK Corps of Engineers
(NORTHING)(EASTING) (FT) | (EASTING)(NORTHING) (FT)|GRIO ANO ZO DATE ORDER
NE
TO OBTAIN GRIO AZIMUTH, AOD : i TO THE GEODETIC AZIMUTH
=
TO OBTAIN GRIO AZ. (AOD)(SUB.) Q TO THE GEODETIC AZIMUTH
AZIMUTH OR DIRECTION
GEOD. OISTANCE GRIO DISTANCE
OBIEST. haan TS ne Aled Mel JUL (METERS) (FEET) (METERS) (FEET)
Station is located in Atlantic City, NJ at the beach (south) end of North
Carolina Avenue, under the boardwalk; 87.88 feet south east of the SE corner of
Chalfont Building, 72.29 feet south west of SW corner of Resorts International;
29.52 feet southwest of the top center bolt of fire hydrant.
Station is marked by a standard disk grouted flush into the top step of a
pedestrian ramp.
fo)
NJ Grid Azimuth of Line BE-D 332 -O1'
North Carolina Ave.
Chalfront
Boardwalk
SKETCH
DA FORM 1 959 ASO Ce nO SEUSS 2 DESCRIPTION OR RECOVERY OF HORIZONTAL CONTROL STATION
OF 87, WHICH
1ocT 64 ARE CBSO Meee 0 S For use of this form, see TM 5-237; the proponent
cogpcy-js Y.S.Continental Army Command.
61
COUNTRY TYPE OF MARK STATION
Ua Seay Standard Bronze Disk BE-E (-)2+75 20' west Profile line 5
LOCALITY STAMPING ON MARK AGENCY (CAST IN MARKS) ELEVATION
Atlantic City, NJ |BE-E -2+75 20'W Corps of Engrs. 6.56
LATITUDE UONGETUGE DATUM DATUM
39°21'22.90" 74 25'52.27" S.L.D. 1929
(NORTHING )KEACX HIG (FT) (EASTING) (NBR KRG) (FT) GRID AND ZONE ESTABLISHED BY (AGENCY)
190 580 xMaex|2 066 588 xx! NJ Trans Merc Corps of Engineers
(NORTHING)(EASTING) (FT) | (EASTING)(NORTHING) (FT)
(™)
GRIO ANDO ZONE DATE ORDER
24 Aug 76
GRID AZIMUTH, ADD : “TO THE GEODETIC AZIMUTH
SS y
° TO THE GEODETIC AZIMUTH
(04)
TO OBTAIN
TO OBTAIN GRID AZ. (ADD)(SUB.)
AZIMUTH OR DIRECTION
OBJECT (GEODE TIC)(GRID)
MAGNETIC
GEOD. DISTANCE
(METERS) (FEET)
GRIO DISTANCE
(METERS) (FEET)
BACK AZIMUTH
Station is located in Atlantic City, NJ on the west side of Indiana Avenue,
south of the Claridge Hotel, 49.60 feet west of the SE corner of sewer cover on the
east side of Indiana Avenue; 18.79 feet north west of the NW corner of A.C.D.S.
cover, just west of the centerline of street, and 12.85 feet north east of top
center of pillar on NE side of steps leading to lawn.
Station*is marked by a standard disk grouted flush iato sidewalk, and is 20'
west of profile line,
NJ Grid Azimuth of Line BE-E 332°-36'
Claridge
-H = ©
a, va >
o Co
5t B <
zoo J
oll -— c
=He| 2
E 5 3
= z “| Parking
Osewer cover
° OH)
&
c=)
2
&
ts)
2
|
|
oa ACOS cover
i)
t
i}
1
-N
I
BOARDWALK !
I
1
| eae,
ees sical lV a Jul Sencha ie ame DINER EE aia
FORM RE RO ACE SI DANBORMS i119 5/0 DESCRIPTION OR RECOVERY OF HORIZONTAL CONTROL STATION
DA 1ocr a1 959 ASS See ERG, WARIS) For use of this form, see TM 5-237; the proponent
agency Is"U.S.Continental Army Command.
62
COUNTRY TYPE OF MARK STATION
LOCALITY AGENCY (CAST IN MARKS) ELEVATION tani
Atlantic City, NJ BE-F -0+75 Corps of Engrs. 5.20 Pe
LATITUDE LONGITUDE DATUM DATUM
74°26'34.43" a Sel Dewet 929
(NORTHING)(EXSXIANG) (ET) | (EASTING )RROSDT SONGS (FT) |GRIO ANO ZONE ESTABLISHED BY (AGENCY)
189L159 xux | 2 063 280 eee
Corps of Engineers
(NORTHING)(EASTING) (FT) (EASTING)(NORTHING) GRIO AND ZONE DATE ORDER
(mM) 19 Nov 75
r °
=
TO OBTAIN GRID AZIMUTH, AOD TO THE GEODETIC AZ!MUTH
TO OBTAIN GRID AZ. (AOD)(SUB.) TO THE GEODETIC AZIMUTH
pa
°
AZIMUTH OR DIRECTION
OBJECT (GEODETIC)(GRID) GEOD. DISTANCE GRID DISTANCE
(METERS) (FEET) (METERS) (FEET)
Station is located in Atlantic City, NJ under the boardwalk at the ocean, or
south end of California Avenue, 49.38 feet south of the SE corner of sewer cover,
just west of centerline of California Avenue, 12.0 feet SW of NE corner of east
wall for ramp, 8.08 SE of the NW corner of west wall and 1.3 feet east of W. wall.
Station is marked by a standard disk grouted flush with surface of a
pedestrain ramp.
NoMCcidwAcimuth of Line=BESE\ 332-55:
California Ave.
Resturant
Novelties
-F¢)
a ! N
Boardwalk i
Line BE-
Orig, Sta.0+#00
: SKETCH
FORM REPLACES DA FORMS 1959 DESCRIPTION OR RECOVERY OF HORIZONTAL CON
DA 1ocT | 959 ANS oesotencs Quo ST For use of this form, see TM 5-237; the proponent PRO STATION
agency Is U.S.Continental Army Command.
63
SUNTAN, TEE CC MARE SEATON: Profile line 7
Use onA. Standard Bronze Disk | BE-G Sta. (-) 0+75 25.5' East
LOCALITY STAMPING ON MARK AGENCY (CAST IN MARKS) ELEVATION exh
Atlantic City, NJ BE-G -0+75 25.5'E Corps of Engrs. 11.64 4K
LATITUDE LONGITUDE DATUM DATUM
39°20'45.28" DEST sein yah S.L.D. 1929
(NORTHING) EXXMNE) (FT) (EASTING DORHOH GRIO ANO ZONE ESTABLISHED BY (AGENCY)
186 754 uuk | 2 058 542 NJ Trans Merc Corps of Engineers
(NORTHING)(EASTING) (FT) (EASTING)(NORTHING) (FT) GRIO AND ZONE DATE ORDER
(4) (04) 27 Aug 76
TO OBTAIN GRID AZIMUTH, AOD “TO THE GEODETIC AZIMUTH]
TO OBTAIN GRID AZ. (ADD)(SUB.) TO THE GEODETIC AZIMUTH
AZIMUTH OR DIRECTION
OBJECT (GEODE TIC)(GRID)
MAGNETIC
GRIO DISTANCE
(METERS) (FEET)
GEOD. DISTANCE
(METERS) (FEET)
BACK AZIMUTH
The station is located in Atlantic City, NJ on the east side of south (ocean)
end of Raleigh Avenue; 52.59' south of north end of concrete wall; 44,31 feet
southeast of fire hydrant; 38.20 feet north of reference B.M. which is a square cut
in the southwest corner of concrete wall (elevation 11.52); and 11.0 feet east of
east curb of Raleigh Avenue.
Station is marked by a standard disk grouted flush in concrete wall on east
side of Raleigh Avenue, and is 25,5' east of profile line.
NJ Grid Azimuth of Line BE-G 328°-14'
Raleigh Ave.
© Fire Hydrant
Riviero
Apts
Sidewalk
Boardwalk
a
!
Beach ine BE-G
SKETCH Bite
FORM RE RCAC E SIDA RORMS ANOS. DESCRIPTION OR RECOVERY OF HORIZONTAL CONTROL STATION
DA 1ocT a | 959 ane Sos Cee eT KSG) For use of this torm, see TM S-237; the proponent
agency Is U.S.Continental Army Command.
64
APPENDIX B
PROFILE LINE SURVEY DATA
The survey data for the Atlantic City beach study are tabulated by profile
line number and survey date (in the form YRMODA). Distances are in feet from
the profile line bench mark; elevations are in feet above MSL.
65
*t64
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"tod O°be 4%e “ou,
eye °169 Oa) 4° “to
0°0 £009 6° o°t °009
6° ryt) so 0°S foes °@
a°2 °06S 9°) C°¢ °0uS °t69
ag "006 o°f e°n a) ate 449 °¢ue
op °ogR o°D 0°S °09A §°e ° 469 "G48
e°g *gen: 0 0°s6 £°¢ °Gen o° °1409 °466
2°g *oun 4 ¥°S eg °Oun 6°n ° 16% °e26
0°S *oot f 0° n°9 *0e¢ i°6 °62o °0056
4°s wet 0 4° 0°49 °0uE 1° °10b °t60
e°s ®ous 0 0°9 9°4 *€aa £°r °\6o °00n
e°9 *0G2 @ 1°46 {°u °0%8 o°¢ °40n *tee
i) "¢22 e° 0°@ “ool of °0Sh *s06
wed °oud 4° 4°e Sont 6°6 * you “162
o°9 °sat 6° ork *o0 £°S °use °tua
e°y *ogt 6° 9°9 °0s £°S °uoe “Ont
Or) ° 00 i tq "9h “°¢ ort a) "out
V6 °on Q° a4 a) £°h ®out °06
e°e ory} se weg he of "0S Ore)
eeaeeS cacd see6ee ryy ) eeee0 @ eee8 ececee @eeee
Ooet Iwkd 008s awihs awd vodt awis O08@l ante voas gure
et AANS Gb = AAus AANS th AAa® vt AAUS 6 aAus
209069 Java acose givd 422069 Jiva teaoge aiva Ct20Ce dava 6vzZ0G9 aiva
ha
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APPENDIX C
STORM CHANGE PLOTS - PROFILE COMPARISON
FOR SURVEY OF SEVEN PROFILE LINES AT ATLANTIC CITY
118
N& SHORELINE POSITION
VERTICAL DATUN IS ASL
HORIZONTAL DATUN IS
S SHORELINE POSITION ON
24 OCTOBER 1962
‘S FIRST SURVEY
2) SECOND SURVEY
OATE
310€C63-17JANB4
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-2
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DISTANCE ( HM}
PROFILE COMPARISON FOR SURVEYS GF 7 PROFILE LIN
ATLANTIC CITY Nd eae
‘Qo SHORELINE POSITION
© VERTICAL DATUN IS MSL
ot HGRIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
z Ss FIRST SURVEY
SECOND SURVEY
OATE
31AU064-2SSEPB4
31AUG64-268EP64
31AUG84-25SEP64
ELEVATION ( A)
31AU064-258EP64
31AUG64-268EP64
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-200 -160 -120 -80 -40 0 40 80
OISTANCE ( fi)
PROFILE COBB AMS ONT FOR PURVEY? OF 7 PROFILE LINES AT
TLANT CITY NJ
119
ELEVATION ({ A)
‘qo SHORELINE POSITION
2 VERTICAL DATUM IS MSL
HORIZONTAL DATUM IS
SHORELINE POSITION ON
24 OCTOBER 1962
= SS FIRST SURVEY
\\ SECOND SURVEY
OATE
“ 1SSEP67-193EP87
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OISTANCE ( NM)
PROFILE COR ERTS ONARTR SURVEYS Cont PROFILE LINES AT
ELEVATION [ A)
TLANTIC CITY
\&: SHORELINE POSITION
& VERTICAL DATUN IS NS
HORIZONTAL OATUN IS
SHORELINE POSITION OM
24 OCTOBER 1962
S ‘S FIRST SURVEY
SECOND SURVEY
DATE
= 24JANGB-3OJANGR
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5 24JAN66-30JANG
a
-200 -180 -120 -80 -40 0 40 80
OISTAWCE ( ND
PROFILE CORR ARTS ONT ees SURVEYS one PROFILE LINES AT
LANTIC CITY
120
ELEVATION ( AD
N= SHORELINE POSITION
& VERTICAL DATUN IS MSL
HORIZONTAL DATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
= ‘Ss FIRST SURVEY
SECOND SURVEY
OATE
SOJANGB- BFEBRE
12
10
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+ 30JANG8- 8FEBER
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SOJANGB- BFEBGE
~
-200 -180 -120 -80 -40 0 40 80
QOISTANCE ( NM}
PROFILE COMPARISON FOR SURVEYS aid PROFILE LINES AT
ELEVATION ( A)
ATLANTIC CITY
N& SHORELINE POSITION
es VERTICAL OATUN IS MSL
HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
, S< FIRST SURVEY
SECOND SURVEY
DATE
21FEBG8-26FEBRS
12
10
21FER68-26FEBES
21 FE868-26FEB68
21FEQ68-28F EBB
21FE868-26FEBES
21 FE868-26FEBEB
7~ | 21FERe8-26FEBRS
s
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QISTANCE ( A}
PROFILE COMPARISON FOR SURVEYS Cre PROFILE LINES AT
ATLANTIC CITY
121
© Ne SHORELINE POSITION
VERTICAL GATUN IS MSL
HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 13982
=
*S FIRST SURVEY
\\ BECOND SURVEY
ELEVATION [ A}
-200 -160 -120
-80
-40
DISTANCE ( A)
PROFILE CGMPARISON FOR SURVEYS OF 7 PROFILE LINES AT
ATLANTIC CITY NJ
Ne SHORELINE POSITION
= VERTICAL DATUN IS MSL
HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
‘< FIRST SURVEY
\. SECOND SURVEY
ELEVATION ( A)
~200 -180 -120
ATL
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OISTANCE ( 7M)
PROFILE COMPARISON FOR SURVEYS Me 9? PROFILE LINES AT
ANTIC C
122
TY
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NS SHORELINE POSITION
VERTICAL DATUN IS ASL
HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
16
Ss FIRST SURVEY
\\ SECOND SURVEY
14
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10
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QISTANCE ( NM)
PROFILE COMPARISON FOR SURVEYS Send PROFILE LINES AT
ELEVATION ( A}
ATLANTIC CITY
Ne SHORELINE POSITION
VERTICAL OATUN [IS MSL
HORIZONTAL DATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
18
14
‘s FIRST SURVEY
SECOND SURVEY
DATE
SFEB6S-12FEBBS
sz
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SFEBBS-12FEBB9
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OISTANCE ( fA)
PROFILE COMPARISON FOR SEIS Ue a! PROFILE LINES AT
ATLANTIC CITY
123
ELEVATION { At
No SHORELINE POSITION
VERTICAL DATUM IS ASL
HORIZONTAL DATUM IS
SHORELINE POSITION ON
24 OCTOBER 1962
rT)
14
*s FIRST suRVEY
\\ SECOND SURVEY
ORTE
12FEB69 -LSFEBE9
12
2 12FEB69-19F E869
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: 12FEB69-19FEBE9
ra 12FEB69-19FEBE9
° 12FEBGO-19FEBE9
-206 -180 -120 -80 -40 0 40 80
OISTANCE ( A}
PROFILE COMPARISON FOR SURVEYS ora PROFILE LINES AT
ELEVATION [ A
ATLANTIC CITY
NG SHORELINE POSITION
= VERTICAL DATUM [S MSL
HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
ss x
= \ FIRST SURVEY
SECOND SURVEY
LINE DATE
Se 26FEBB9- SNARBS
= 26FEB69- SNARES
2 26FEBES- SNARES
© 28FEBG9- SMARBS
° 26FEBES- SNARES
0 26FEBE9- SNARES
° 28FEBS9- SNARBS
-200 -160 -120 -80 -40 Q 49 80
OISTANCE ( A}
PROFILE COHPARISON FOR BY RU LG od PROFILE LINES AT
ATLANTIC C
124
‘Gr SHORELINE POSITION
VERTICAL DATUN IS MSL
HORIZONTAL DATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
18
oh SS FIRST SURVEY
SECOND SURVEY
IWE pare
okt SMARGY-LINARED
ERS
12
Ss
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GS SRARGS-12NARED
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ao
«
Sa
Nn
-200 -180 -120 -80 -40 it) 40 80
OJSTANCE ( NM}
PROFILE COMPARISON FOR SURVEYS OF 7 PROFILE LINES AT
ATLANTIC CITY NJ
N& SHORELINE POSITION
= VERTICAL DATUN IS MSL
HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
= cs Fest survey
SECOND SURVEY
CATE
& ZONIVES -18CECB9
zo
2 20N0V69-1680EC8S
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° — 20NQV69-180EC8S
¢
200 -180 ~120 -80 -40 0 40 60
DISTANCE ( A}
PROFILE COMPARISON FOR SURVEYS OF 7 PROFILE LINES AT
ATLANTIC CITY NJ
125
ELEVATION [ A)
‘& SHORELINE POSITION
VERTICAL DATUM IS MSL
o
" HORIZONTAL DATUM 1S
SHORELINE POSITION ON
24 OCTOBER 1962
2 cs FIRST SURVEY
= SECOND SURVEY
OATE
a 90EC70-180EC70
i=)
= 9DEC70-180EC70
© 90€C70-18DEC70
© 90EC70-180EC70
< 90EC70-180C70
o 9DEC70-180EC70
° 80EC70-180EC70
-200 -180 -120 -80 -40 Q 40 80
OISTANCE ( NI
PROFILE COMPARISON Eve oT Ree Cig PROFILE LINES AT
ELEVATIGN ( AD
ATLANTIC CITY
‘NG SHORELINE POSITION
© VERTICAL OATUN IS MSL
= HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 QCTOBER 1962
S ‘S FIRST SURVEY
SECOND SURVEY
OATE
14FEB72-22FEB72
12
10
14FEB72-22FEB72
14FEB72-22FE872
14FE872-22FEB72
14FEB72-22FEBI2
14FEB72-22FEBI2
14FEB72-22FEB72
-200 -180 -120 -80 -40 0 40 60
CISTANCE ( MS
PROFILE COMPARISON FOR SURVEYS CH ad PROFILE LINES AT
ATLANTIC CITY
126
N& SHORELINE POSITION
a
= VERTICAL DATUN IS MSL
HORIZONTAL OATUN IS
SHORELINE POSITION ON
24 OCTOBER 1962
2
a Ss FIRST SURVEY
\\ SECOND SURVEY
Nn
ze
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o
=
s
a
a
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a
7
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i=}
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-200 -180 -120
PROFILE CUeTasieht le
-80 -40
OFSTANCE ( M3
0
40
OATE
18MN4R73-24NAR73
16NAR73-26NAR73
16AAR73-2SNAR73
1 8NAR73-2SAAR73
16AHAR73-2SHAR73
1 6NAR73-2SNAR73
1 8MAR73-2SNAR73
80
OR SURVEYS end PROFILE LINES AT
LANTIC CITY
127
APPENDIX D
MSL SHORELINE CHANGES
128
OISTANCE (fA )
OISTANCE (A )
120
30
120
ZERO DISTANCE IS
SHORELINE POSITION ON
24 OCT 62
XN
‘\ DATA MISSING
1962 1964 1966
1968 1970 1972
CHANGE IN DISTANCE TG MSL SHORELINE AT
PROFILE LINE
ZERO DISTANCE IS
SHORELINE POSITION ON
24 OCT 62
\
‘. DATA MISSING
1962 1964 1966
ATLANTIC CITY. NEW JERSEY
1968 1970 1972
CHANGE IN OISTANCE TO MSL SHORELINE AT
PROFILE LINE 2
ATLANTIC CITY. NEW JERSEY
129
OISTANCE (N )
OISTANCE (fh )
120
ZERO DISTANCE IS
SHORELINE POSITION ON
24 OCT 62
x
“\. DATA MISSING
1962 1964 1966 1968 1970
CHANGE IN PISS TG MSL HSE We
ATLANTIC CITY,
ZERO DISTANCE IS
SHORELINE POSITION ON
24 OCT 62
.
‘. DATA MISSING
1962 1964 1966 1968 1970
CHANGE IN DISTANCE TQ MSL SHOR ah
PROFILE LINE 4 ATLANTIC CITY,
130
1972
AT
NEW JERSEY
1972
AT
NEA JERSEY
OI8STANCE (MW )
DISTANCE (fh )
120
120
90
DISTANCE IS
SHORELINE POSITION ON
24 OCT 62
‘
1962 1964 13966
CHANGE IN DISTANCE
PROFILE LINE 5 R
ZERO DISTANCE IS
SHORELINE POSITION ON
24 OCT 62
Xx
‘\ DATA MISSING
1962 1964 1966
CHANGE IN OISTANCE
PROFILE LINE 6 A
TG
TLA
131
196s
MSL
NTIC
S)
H
C
1970 1972
ORELINE AT
ITY, NEW JERSEY
1970 1972
ORELINE AT
ITY. NEW JERSEY
OISTANCE (fA )
120
ZERO DISTANCE IS
SHORELINE POSITION ON
24 OCT 62
‘\
‘\ DATA MISSING
90
1962 1964 1966 1968 1970 1972
CHANGE IN DISTANCE TC MSL SHORELINE AT
RPRORIEE EINE SW, ATLANTIC CITY. NEW JERSEY
132
APPENDIX E
ABOVE MSL UNIT VOLUME CHANGES
133
UNIT VOLUME t AF7 AM) ABOVE ASL
-¥0-00 -40-00 0-00
UNIT VOLUME [| AP/ A) ABOVE ASL
-B0-.00 -40-00 0.00
1£0.00 160-00 £00.00
40-009 80-00
120.00 160.00 £00.00
40.00 80.00
19e2
{962
Tedd bet Vetbie 16
rir} AAT 13
Xx ELTRAFOLATED tarun
{$63 1984 1ses {9seé 1967 1966 {969 1970 1971
UNIT YOLUNE C G OFILE LINE L AT
mea iM ie Cue crann)
TeRDAAOUOT GREY
24 OCT 62 - 1 NAY 73
KX EKTRAPOLATEO ORTUN
{983 1984 1965 {986 i967 1866 1969 1970 1975
UNIT VOLUNE CHANGES FOR FAPAITE LINE 2 AT
134
1972
1972
913
1973
UNIT VOLUME | 97 1) ABOVE FHSL
-3D.00 -40.00 0.00
UNIT VOLUME | n9/ mM) ABOVE ASL
40.00 80.00 120.00 160.00 £00.00
1Z0.00 160.00 t00.00
40-00 80.00
-30.00 -40.00 0.00
PeHDSEHUAG OREUSe®
4 OCT
X EXTRAPOLATED anfun *
{sez 19688 {964 1865 1966 1987 1968 {1969 {970 1975
UNIT VOLU G OFIL N
I NE CHANGES. POR iN A E LINE 3 AT
FeRDAAHATT ROME
62 _- AA
x EXTASPOLATED GATUN
1962
{955 $9864 ‘1965 1966 1967 1986 1969 {1970 1971
UNIT VOLUNE CHANGE TOR POR ITE LINE 4 AT
135
1972
1972
1973
1973
UNIT VOLUME { N37 4) ABOVE MSL
40.00 80.00 120.00 160.00 200-00
-B0-.00 -40.00 0.00
UNIT VOLUME { M57 A) ABOVE HSL
40.00 80.00 120.00 160-00 200.00
-80-00 -40-00 0.00
TEREAM ONES TOCURE
24 62 - 3 AAY 7
x EXTRAPOLATED OATUN
isée i965 1964 1966 1966 1967 48G@ 861989 861970 = 8 4972 1973
UNTT VOLUNE CHANGES. FOR RPA ELE LINE 5 AT
renaatbute OLE
AAT 13
x Enrear OLATED darUn
1962 1963 1964 i965 {1986 198° {968 1969 «63870 1978 1972 {$978
UNIT VOLUNE CHANGES Ff OR FRSA ELE LINE 6 AT
136
120.00 1860.00 200-00
40-00 80-00
UNIT VOLUME ( M97 M) ABOVE MEL
-B0-00 -40-00 0-00
*HDSLLAIE OREM
24
X EXT
1962
GC
62 - {
RROULATED oA On a
{989 1964 i968 {986 196° {see 64968 61970 §=61871
UNIT VOLUNE CHAN GE 5 FoR PRORTTE LINE 7 AT
137
1972
1973
APPENDIX F
PROFILE ENVELOPES
138
10
VERTICAL OATUN Hr ae
rvs) HORIZONTAL OATUN
pike aS BOSTTION ON
ELEVATION [ HM}
4
N
’
-200 «4-160 «60-120 - 86 -40 6 40 a0
DISTANCE ( NM)
PROFILE ENVELOPE Pas PROFILE LINE 1 AT ATLANTIC CITY NJ
40CTE2 - 18APR73
°
VERTICAL ee net
roa) eas ell abet
pane ite POSITION ON
~0
=
4
Ss
| om
e
>
Ww
a
w
nN
3208 -160 -120 -80 -40 QO 40 80
OISTANCE ( NN)
PROFILE ENVELOPE FOR PROFILE LINE 2 AT ATLANTIC CITY NJ
240CT62 - 18APR73
139
10
VERTICAL OATUN a nee
© HORIZONTAL GATUN
saat tOsIT ION ON
ELEVATION ( M3
4
-200 -160 -120 -8¢ -40 G 40 80
OISTANCE ( f}
PROFILE ENVELOPE FOR PROFILE LINE 3 AT ATLANTIC CITY NJ
240CTE62 - 18APR73
o
VERTICAL OATUN Ae pet
© HORIZONTAL DATU
SHORELINE POSITION ON
24QCT62
-~ ow
=
2
°
C3 SP
te
<
>
rf
—
us
-200 -160 -120 -80 -40 0 40 80
OFSTANCE ( N)
PROFILE ENVELOPE he PROFILE LINE 4 AT ATLANTIC CITY NJ
40CT62 - 18APR73
140
10
VERTICAL OATUN ae nee
HORIZONTAL ORTUN I
Sone Ne POST TION ON
ELEVATION ¢ M1}
4
-200 -160 -126 -80 -40 G 40 80
OISTANCE ( MN}
PROFILE ENVELOPE FGR colts LINE S AT ATLANTIC CITY NJ
240CTE2 IMAY73
10
VERTICAL OATUN IS NSL
aS HORIZONTAL GATUN I5
SHORELINE POSITION GN
ELEVATION ( M)
-200 -160 -120 -80 -40 0 40 80
OISTANCE ¢( NN)
PROFILE ENVELOPE FOR PROFILE LINE 6 AT ATLANTIC CITY NJ
Z40CT62 —- 18APR73
141
10
VERTICAL OATUN eos nee
HORIZONTAL GATUN
Bde tbls Basi tN ON
ELEVATION C M}
4
-200 -160 -120 -80 -40 0 40 80
OISTANCE ( N}
PROFILE ENVELOPE FOR PROFILE LINE 7 AT ATLANTIC CITY NJ
2Z40CT62 - AMAY73
142
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