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D0A068 252 NEW JERSEY DEPT OF ENVIRONME~NTAL PROTECTIONE TRENTONi F/6 13/13NATION4AL DAM SAFETY PROGRAM. CAMPBELLS POND DAM EMJOO1Yl. RANW-ETCrJ))jAN 80 R MCDERMOTT DACOG1..YG-C-0011UNCLASSIFIEO
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MICROCOPY RESOLUTION TESI CHART
NATIONAL BURIAU Sif ANARDS 19 1 A
L... . .. .... ... - S- " i --
RAHWAY RIVER BASINWEST BRANCH RAHWAY RIVER
ESSEX COUNTYNEW JERSEY
CAMPBELLS POND DAM1q NJ 00517
00o) PHASE 1 INSPECTION REPORT0 ATIONAL DAM SAFETY PROGRAM
emsL.............. ..................... i'.' : L. i ::. .LL4
DEPARTMENT OF THE ARMYPhiladelphia DistrictCorps of Engineers
Philadelphia Pennsylva niaORIGINAL CONTAINS COLOR PLATES: ALLREPRODUCTIONS WILL BE IN BLACK AND WH
JANUARY 1980
Silui Lt ID. 8'21 020
SECURITY CLASSIFICATION OF THIS PAGE (Wtan Dom EntreEo I C.;t
REPORT DOCUMENTATION PAGE CMLTGFR1RSPORT NUMBER2 GOVT ACCESSION NO. 3. REIINS AAO NUMBER
NJO0517 A -4,
4. TITLE (And Subt~t) 5~ TYEOEPORT 010 COVERED
Campbells Pond Dam (NJP51),"~.~~~ ~.p ING ORG REPQ!T OUMBER
~ :' e V Cs e>'AW6-79-C-
to. PRO RAN ELEMENT. PROJECT. TASKAREA & WORK UNIT NUMMERS
StorcI Engineering220 R~gedale Ave.F1W'cham Park, N.J. 07932
11. C NTROLLING OPFI £ AMI AND ADORE Protection / ng
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V1s7 a DInspectIO ioAEMNT (Spf 0 Iniways Mt W
Thpis reotibe rlt tiof l Technical Infoti ation aStoe dasadcucy
Theaispeto a vlai Nathena Dam Safet PrcribdbahmNtoa a
I s p e c I n p e c t i o P u l cpai2 - l. l w a e c n clyn e s i a iosn c u e v s a
inspection, review of available design and construction records, and preliminarystructural and hydraulic and hydrologic calculations, as applicable, Aassessment of the dam's general condition is Included in the report.
SEGIJATV CLASSIF'ICATION Oft THIS PAGE(m e.g~td
HOT ICE
THIS DOCUMENT HAS BEEN REPRODUCEDFROM THE BEST COPY FURNISHED US BYTHE SPONSORING AGENCY. ALTHOUGH ITIS RECOGNIZED THAT CERTAIN PORTIONSARE ILLEGIBLE. 17 1S BEING RELEASEDIN THE INTEREST OF MAKING AVAILABLEAS MUCH INFORMATION AS POSSIBLE.
DEPARTMENT OF THE ARMYPHILADELPHIA DISTRICT. CORPS OF ENGINEERS
CUSTOM HOUSE-2 D & CHESTNUT STREETS
PHILADELPHIA. PENNSYLVANIA 19106
IN6PLT NKFCR TO
NAPEN-N
Honorable Brendan T. Byrne 1980Governor of New JerseyTrenton, New Jersey 08621
Dear Governor Byrne:
1aclosed is the Phase I Inspection Report for Campbells Pond Dam in EssexCeunty, New Jersey which has been prepared under authorization of the DamInspection Act, Public Law 92-367. A brief assessment of the dam's condition.is gi-fn in the front of the report.
"Based on visual inspection, available records, calculations and past'operational performance, Campbells Pond Dam, initially listed as a high.hazard potential structure, but reduced to a significant hazard potentialstructure as a result of this inspection, is judged to be in poor overallcondition. The dam's spillway is considered inadequate because a flowequivalent to 85 percent of the Spillway Design Flood - SDF - would cause thedam -to be overtopped. (The SDF, in this instance, is one half of theProbable Maximum Flood). To ensure adequacy of the structure, the followingactions, as a minimum, are recommended:
&. The spillway's adequacy should be determined by a qualifiedprolessional consultant engaged by the owner using more sophisticatedmetwods, procedures, and studies within six months from the date of approvalof this report. Within three months of the consultant's findings, remedialueasures to ensure spillway adequacy should be initiated.
'. Within six months from date of approval of this report, the followingenineering studies and analyses should be initiated:
(1) If it exists, the outlet works should be investigated andrestored to a functional condition. If no outlet works exists, an adequatelow level lake drain should be designed and installed.
(2) The masonry portion of the dam should be thoroughly inspected bya professional consultant engaged by the owner. The dam should be inspectedwith the lake drawn down and with the lake filled. Based on the inspections,
9.
?IAP N-NHonorable Brendan T. Byrne
together with any necessary subsoil, seepage and structural investigations,remedial measures to correct the leakage and other possible causes ofdistress should be determined then implemented.
c. Within six months from the date of approval of this report, thefollowing remedial action should be completed:
(1) All trees and bushes on the embankment should be removed.
(2) Debris in the downstream channel should be removed.
d. The owner should develop written operating procedures and a periodicmaintenance plan to ensure the safety of the dam within one year from thedate of approval of this report.
e. The owner should develop an emergency action plan outlining actionsto be taken by the operator to minimize the downstream effects of anemergency and establish a flood warning system for the downstream communitieswithin six months from the date of approval of this report.
A copy of the report is being furnished to Mr. Dirk C. Hofman, New JerseyDepartment of Environmental Protection, the designated State Office contactfor this program. Within five days of the date of this letter, a copy willalso be sent to Congressman Minish of the Eleventh District. Under theprovision of the Freedom of Information Act, the inspection report will besubject to release by this office, upon request, five days after the date ofthis letter.
Additional copies of this report may be obtained from the National TechnicalInformation Services (NTIS), Springfield, Virginia 22161 at a reasonablecost. Please allow four to six weeks from the date of this letter for NTISto have copies of the report available.
2 Accesion Por
N TIG GRA&IDDC TABUnamouncedJustification
tvr i ,-1h 1 CS
K__a_ ad/o"Dist opeclal
NAPEN-NHodorable Brendan T. Byrne
An important aspect of the Dam Safety Program will be the implementation ofthe recommendations made as a result of the inspection. We accordinglyrequest that we be advised of proposed actions taken by the State toimplement our recommendations.
Sincerely,
1 Inci AMES G. TONAs stated Colonel, Corps of Engineers
/ District Engineer
Copies furnished:Mr. Dirk C. Hofman, P.E., Deputy DirectorDivision of Water ResourcesN.J. Dept. of Environmental ProtectionP.O. Box CN029Trenton, NJ 08625
Mr. John O'Dowd, Acting ChiefBureau of Flood Plain ManagementDivision of Water ResourcesN.J. Dept. of Environmental ProtectionP.O. Box CN029Trenton, NJ 08625
( 4
CAMPBELLS POND DAM (NJO0517)
CORPS OF ENGINEERS ASSESSMENT OF GENERAL CONDITIONS
This dam was inspected on 15 November and 23 November 1979 by StorchIngineers under contract to the State of New Jersey. The State, underagreement with the U.S. Army Engineer District, Philadelphia, had thisinspection performed in accordance with the National Dam Inspection Act,Tublie Law 92-367.
Campbells Pond Dam, initially listed as a high hazard potential structure,but reduced to a significant hazard potential structure as a result of thistippeetion, is judged to be in poor overall condition. The dam's spillway isconsidered inadequate because a flow equivalent to 85 percent of the SpillwayDesign Flood - SDF - would cause the dam to be overtopped. (The SDF, in thisinstonce, is one half of the Probable Maximum Flood). To ensure adequacy ofthe structure, the following actions, as a minimum, are recommended:
a. The spillway's adequacy should be determined by a qualifiedprofessional consultant engaged by the owner using more sophisticated0thods, procedures, and studies within six months from the date of approvalof this report. Within three months of the consultant's findings, remedialmavures to %nsure spillway adequacy should be initiated.
b. Within six months from date of approval of this report, the followingengineering studies and analyses should be initiated:
(1) If it exists, the outlet works should be investigated andTestored to a functional condition. If no outlet works exists, an adequatelow level lake drain should be designed and installed.
(2) The masonry portion of the dam should be thoroughly inspected bya professional consultant engaged by the owner. The dam should be inspectedwith the lake drawn down and with the lake filled. Based on the inspections,together with any necessary subsoil, seepage and structural investigations,remedial measures to correct the leakage and other possible causes ofdistrets shottid be determined then implemented.
ce Witbhn six months from the date of approval of this report, thefollowing remedial action should be completed:
(1) Al trees and bushes on the embankment should be removed.
(2) Debris in the downstream channel should be removed.
d. The owner should develop written operating procedures and a periodicmaintenance plan to ensure the safety of the dam within one year from thedate of approval of this report.
q,
- r
e. The owner should develop an emergency action plan outlining actionsto be taken by the operator to minimize the downstream effects of anemergency and establish a flood warning system for the downstream communitieswithin six months from the date of approval of this report.
APPROVED:AMES G. TON
Colonel, Corps of EngineersDistrict Engineer
DATE:
20'
2
PHASE I REPORT
NATIONAL DAM SAFETY PROGRAM
Name of Darn: Campbells Pond Dam, NJO0517
State Located: New Jersey
County Located: EssexUrainage Basin: Rahway River
Stream : West Branch Rahway RiverLUates of Inspection: November 15, 1979
November 23, 1979
Assessment of General Condition of Dam
based on visual inspection, past operational performance and Phase I
engineering analyses, Campbells Pond Dam is assessed as being in poor
overall condition.
based on investigations of the downstream flood plain made in connection
with this report, it is recommended that the hazard potential classification
be downgraded from high to significant hazard.
Hydraulic and hydrologic analyses indicate that the spillway is inadequate.
Discharge capacity of the spillway is not sufficient to pass the designated
spillway design flood (SDF) without an overtopping of the dam. (The
SDF for Campbells Pond Dam is equal to one-half the probable maximum
flood.) The spillway is capable of passing approximately 4I2 percent of
the probable maximum flood or 84I percent of the SDF. Therefore, the
owner should engage a professional engineer experienced in the design
and construction of dams In the near future to perform accurate hydraulic
and hydrologic analyses relating to spillway capacity. Based on the
findings of the analyses, the need for and type of remedial measures
should be determined and then implemented.
Extensive leakage and other indications of possible distress in the dam
were observed. Therefore, the masonry portion of the dam should be
thoroughly inspected in the near future by a professional engineer
experienced in the design and construction of dams. The dam shouldUe inspected with the lake drawn down and also with the lake tilled.
Based on the inspections, together with any necessary subsoil,* seepage
and structural investigations, remedial measures to correct the leakage
and other possible causes of distress should be determined and then
implemented.
In addition, it is recommended that the following remedial measures be
undertaken by the owner in the near future:
1) If it exists, the outlet works should be investigated andrestored to a functional condition. If no outlet works exists,
an adequate low level lake drain should be designed andinstalled.
2) All adverse vegetation on the embankments should beremoved.
3) Debris in the downstream channel should be removed.
The owner of the dam should initiate, in the near future, a program ofperiodic inspection and maintenance, the complete records of which to
be kept on file and made available to the public. A visual inspection of
the dam and appurtenances by a professional engineer experienced in
the design and construction of dams should be made annually andreported on a standardized check-list form. Repairs should be made as
required and the following maintenance should be performed annually:
remove trees and brush from the embankments, fill and sod any eroded
surfaces of the embankments and clear the downstream channel. After
the outlet works have been made operative or Installed, at least once
Extensive leakage and other indications of possible distress in the damwere observed. Therefore, the masonry portion of the dam should be
thoroughly inspected in the near future by a professional engineerexperienced in the design and construction of dams. The dam should
be inspected with the lake drawn down and also with the lake filled.Based on the inspections, together with any necessary subsoil, seepage
and structural investigations, remedial measures to correct the leakage
and other possible causes of distress should be determined and then
implemented.
In addition, it is recommended that the following remedial measures be
undertaken by the owner in the near future:
1) If it exists, the outlet works should be investigated and
restored to a functional condition. If no outlet works exists,
an adequate low level lake drain should be designed and
installed.
2) All adverse vegetation on the embankments should be removed.
3) Debris in the downstream channel should be removed.
In the near future, the owner of the dam should develop written operatingprocedures and a periodic maintenance plan to insure the safety of the
dam.
Richard' J. McDermott, P.E.
/Joh E.Gribbin, P.E.
-
II
TABLE OF CONTENTS
Page
ASSESSMENT OF GENERAL CONDITION OF DAM i
UVERVIEW PHOTO
TABLE OF CONTENTS iv
PREFACE vi
SELTIUN 1 - PROJECT INFORMATION
1.1 General
1.2 Description of Project
1.3 Pertinent Data
SECTION 2 - ENGINEERING DATA 8
2.1 Design
2.2 Construction
2.3 Operation
2.4 Evaluation
SECTION 3 - VISUAL INSPECTION 10
3.1 Findings
SECTIUN 4 - OPERATIONAL PROCEDURES 14
4.1 Procedures
4.2 Maintenance of Dam
4.3 Maintenance of Operating Facilities
4.4 Description of Warning System
4.5 Evaluation
IV
TABLE OF CONTENTS (cont.)
Page
SECTION 5 - HYDRAULIC/ HYDROLOGIC 165.1 Evaluation of Features
SECTION 6 -STRUCTURAL STABILITY 186.1 Evaluation of Structural Stability
SECTION 7 - ASSESSMENT AND RECOMMENDATIONS 207.1 Dam Assessment
7.2 Recommendations
PLATES
I KEY MAP
2 VICINITY MAP
3 SOIL MAP
4i GENERAL PLAN
5 SECTIONS
6 PHOTO LOCATION PLAN
APPENDICES
1 Check List - Visual InspectionCheck List - Engineering Data
2- Photographs
3 Engineering Data4 Hydraulic/ Hydrologic Computations
5 Bibliography
PREFACE
This report is prepared under guidance contained in the Recommended
tuidelines for Safety Inspection of Dams, for Phase I Investigations.
Copies of these gjuidelines may be obtained from the Office of Chief of
Lngineers, Washington. D.C. 30214. The purpose of a Phase I Investi-
gation is to identify expeditiously those dams which may pose hazards
to human life or property. The assessment of the general condition of
the clam is based upon available data and visual inspections. Detailed
investigation, and analyses involving topographic mapping, subsurface
investigations, testing, and detailed computational evaluations are beyond
the scope of a Phase I investigation; however, the investigation is
intendled to identify any need for such studies.
In reviewing this report, it should be- realized that the reported condition
of the dam is based on observations of field conditions at the time of
inspection along with data available to the inspection team. It is important
to note that the condition of dam depends on numerous and constantly
changing internal and external conditions, and is evolutionary in nature.
It would be incorrect to assume that the present condition of the dam
will continue to represent the condition of the dam at some point in the
future. Only through continued care and inspection can there be any
chance that the unsafe conditions be detected.
Phase I inspections are not intended to provide detailed hydrologic and
hydraulic analyses. In accordance with the established Guidelines, the
Spillway Test flood is based on the estimated "Probable Maximum Flood"
for the region (greatest reasonably possible storm runoff), or fractions
thereof. The test flood provides a measure of relative spillway capacity
ana serves as an aid In determining the need for more detailed hydrologicand hydraulic studies, considering the size of the dam, Its general
condition and the downstream damage potential.
AV
PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
CAMPBELLS POND DAM, I.D. NJ00517
SECTION 1: PROJECT INFORMATION
I General
a. Authority
Public Law 92-367, August 8, 1972 authorized the Secretary
of the Army, through the Corps of Engineers, to initiate a
National Program of Dam Inspection throughout the United
States. The Division of Water Resources of the New Jersey
Department of Environmental Protection (NJ DEP) in cooperation
with the Philadelphia District of the Corps of Engineers has
been assigned the responsibility of supervising the inspection
of dams within the State of New Jersey. Storch Engineers
has been retained by the NJDEP to inspect and report on a
selected group of these dams. The NJDEP is under agreement
with the Philadelphia District of the Corps of Engineers.
b. Purpose of Inspection
The visual inspections of Campbells Pond Dam were made on
November 15 and November 23, 1979. The purpose of the
inspections was to make a general assessment of the structural
Integrity and operational adequacy of the dam structure and
its appurtenances.
1 .2 Description of Project
a. Description of Dam and Appurtenances
Campbells Pond Dam consists of a stone masonry free overflowspillway with earth embankments abutting each end. Reportedly,the dam does not include a low level outlet works. Threecast iron pipes penetrating the spillway are reportedly associatedwith water supply to the City of Orange. Two of these areabandoned while one may be currently in use.
A timber and steel bridge spans the entire length of thespillway and is supported by masonry abutments and piers.
At the junction between spillway and earth embankments,masonry training walls extend upstream and downstream fromthe spillway. Upstream from the spillway the training wallsare located along a portion of the upstream faces of theembankments.
The spillway which is oriented approximately east/west has anoverall length of 140 feet and a crest length of 124 feet. Theoverall length of the dam, Including spillway and embankmentsis 300 feet. The hydraulic height of the dam Is 18.5 feetwhile the structural height is estimated to be 22 feet.
b. Location
Campbells Pond Dam is located in the South Mountain ReservationIn the Township of Milburn, Essex County, New Jersey.Constructed across the West Branch of the Rahway River, thedam Impounds Campbells Pond. Principal access to the dam Isby Brookside Drive which Is a paved road located along thelake and downstream channel.
27 7777: -
C. Size and Hazard Classification
Size and Hazard Classification criteria presented in "Recommended
Guidelines for Safety Inspection of Dams," published by the
U.S. Army Corps of Engineers are as follows:
SIZE CLASSIFICATION
Impoundment
Storage (Ac-ft) Height (Ft.)
Small < 1000 and 50 < 40 and 2!25
Intermediate 1000 and < 50,000 40 and < 100
Large 50o,000 2 100
HAZARD POTENTIAL CLASSIFICATION
Category Loss of Life Economic Loss;
(Extent of Development) (Extent of Development)
Low None expected (no per- Minimal (Undeveloped to
manent structures for to occasional structures
human habitation or agriculture)
Significant Few (No urban develop- Appreciable (Notable
ments and no more than agriculture, industry
a small number of or structures)
inhabitable structures
High More than a small Excessive (Extensive
number community. Industry or
agriculture)
(7
The following data relating to size and downstream hazard for
Campbells Pond Dam have been obtained for this Phase Iassessment:
Storage: 62 acre-feet
Height: 18.5 feet
Potential Loss of Life:
Heavily used road (Brookside Drive) is locatedalong the bank of the downstream channel for a
distance of approximately 2500 feet. Failure of dam
could possibly cause loss'of life.
Potential Economic Loss:
A road bridge and an urban area of Millburn is
located about 2700 feet downstream from the dam.
A masonry dam impounding Diamond Mill Pond islocated about 1700 feet downstream from the dam.
Therefore, Campbells Pond Dam is classified as "Small" size
and "Significant" hazard potential.
d. Ownership
Campbells Pond Dam Is owned and maintained by the City ofOrange, 29 North Day Street, Orange, N.J. 07050
e. Purpose of Dam
The purpose of the dam Is the Impoundment of a recharge
basin for nearby wells used for water supply for the City of
( Orange.
f. Design and Construction History
Campbells Pond Dam reportedly was originally constructedabout 1899 in conjunction with a pump house located on theeast bank of Campbells Pond. The purpose of the dam, at
that time, was the impoundment of a reservoir for directwater supply to the City of Orange. Use of the pump housefor water supply has since been discontinued.
g. Normal Operational Procedures
The dam and appurtenances are maintained by the OrangeCity Water Department. There is no fixed schedule of main-tenance; repairs are made as the need arises.
Due to the lack of an outlet works, the lake is not lowered asa normal operational procedure. However, the lake reportedlynormally becomes dry during the summer months at which time
silt is removed from its bed.
1.3 Pertinent Data
a. Drainage Area 6.4 square miles
b. Discharge at Damsite
Maximum flood at damslte UnknownOutlet works at normal pool elevation No known outletSpillway capacity at top of dam
(Elev. 218.5S) 3748 c.f.s.
( S
c. Elevation (Feet above MSL)
Top of Dam Varies: 218.5 to 222.0
Maximum pool-design surcharge 219.1
Normal pool 214.0
Spillway crest 214.0
Stream bed at centerline of dam 200.0
Maximum tailwater 206.0
d. Reservoir
Length of maximum pool 1,300 feet
Length of normal pool 1,100 feet
e. Storage (Acre-feet)
Spillway Crest 21 acre-feet
Design Surcharge 70 acre-feet
Top of dam (Elev. 218.5) 62 acre-feet
f. Reservoir Surface (Acres)
Spillway Crest 4.6 acres
Top of dam (Elev. 218.5) 15 acres
Maximum Pool -design surcharge 16 acres
9. Dam
Type Masonry/ Earthfill
Length 300 feet
Height 18.5 feet
( 6
{Side Slopes
Embankments - Upstream 2 horiz. to 1 vert.
- Downstream 3 horiz. to 1 vert.
Masonry - Upstream 1 horiz. to 3 vert.
- Downstream 1 horiz. to 12 vert.
Zoning Unknown
Impervious core Unknown
Cutoff Unknown
Grout curtain Unknown
h. Diversion and Regulating Tunnel N.A.
i. Spillway
Type Uncontrolled masonry weir
Length of weir 124 feet
Crest elevation 21q.0Gates N.A.
Upstream channel N.A.
Downstream channel Natural stream
j. Regulating outlets
None known.
(7
SECTION 2: ENGINEERING DATA
2.1 Design
No calculations, reports nor plans pertaining to the design of thedam are available.
2.2 Construction
No data nor reports pertaining to the construction of the dam are
available.
2.3 Operation
No records of operation and maintenance of the darn subsequent to
construction are available. Records of lake level monitoring are
available. Reports of inspections made by the State of New Jerseyin 1928 and 1929 are contained in the files of the NJDEP. According
to the reports, several leaks were present in the masonry portion
of the dam. The leaks were assessed as being of a nature that
did not threaten the structural integrity of the dam. Suggestions
for remedial measures were withheld pending further investigations.
2.'4 Evaluation
a. Availability
Available engineering information is limited to that which is on
file at the City Engineer's office, City of Orange and at the
NJDEP. The City of Orange file contains copies of lake levelgaging records and maps showing the layout of the pump
house and water main distribution. The NJDEP file contains
correspondence and inspection reports.
b. Adequacy
Available engineering data pertaining to Campbells Pond Dam
is not adequate to be of significant assistance to the performance
of a Phase I evaluation. A list of absent information isincluded in paragraph 7.1.b.
C. Validity
The validity of engineering data cannot be assessed due to
the absence of data.
( 9
SECTION 3: VISUAL INSPECTION
3,.1 Findings
a. General
The inspections of Campbells Pond Dam took place on
November 15 and 23, 1979 by members of the staff of Storch
Engineers. A copy of the visual inspection check list is
contained in Appendix 1. The following procedures were
employed for the inspection:
1) The embankments of the dam, appurtenant structures
and adjacent areas were examined.
2) Areas of suspected seepage were noted and located.
3) The embankment and appurtenant structures were
measured and key elevations determined with the
use of a surveyor's level.
4I) The embankment, appurtenant structures and adjacent
areas were photographed.
b. Spillway
The grouted masonry overflow portion of the dam comprises
the spillway. The downstream face of the spillway is generally
aligned straight with some displacement of stones at the toe
near its center. Also, some stones at the toe have been
dislodged. Extensive patching and pointing of the stones on
the downstream face is evident. The spillway apron which
appeared to be composed of stone masonry overlaid with
concrete, was observed to be in deteriorated condition. A
timber strip which Is located on the downstream face at the
crest has a small section broken away near the center.
( 10
Extensive leakage was noted discharging from the downstream
face. The leaks were numerous and extended across the
entire length of the spillway. The leaks, which were dischargingas jet flow under pressure, varied in diameter from approximately
1/4 inch to 2 inches. The estimated total quantity, with lake
level at the spillway crest, is 150 gallons/minute. At the time
of the first inspection, November 15, 1979, the lake level was
at the spillway crest but was approximately 2 feet below the
spillway crest at the time of the second inspection, November
23, 1979. It is assumed that most of the water lost from the
lake during the time between inspections discharged through
the dam as leakage. At the time of the second inspection,
when the lake level was approximately 2 feet below the spillway
crest, the leakage was observed to be considerably less in
quantity than the leakage observed when the lake level was at
the spillway crest.
Orange deposits were noted among the rocks approximately 15
feet downstream from the dam. It was not determined whether
these were due to leakage through the dam or seepage under
the darn.
The stone masonry training walls at either end of the spillway
appeared to be structurally stable and in generally satisfactory
condition with patching and pointing of the stones noted.
C. Embankments
Both emnbankments are generally grass covered with a pavedroadway located along the crest. Also, brush and tree growth
was observed on both embankments.
The upstream face of the east embankment consists of a
continuation of the east training wall of the spillway. The
upstream face of the west embankment consists, in part, of a
continuation of the west training wall.
Both embankments appeared to be outwardly structurally
stable with no evidence of distress observed. Also, no
significant erosion nor seepage was observed.
ci. Bridge
The timber roadway, steel beams and chain link fence appeared
to be in satisfactory condition. The stone masonry piers
upon which the bridge rests appeared to be structurally
sound with extensive patching and pointing noted.
e. Reservoir Area
Campbells Pond is bordered by woods along its east bank and
by a paved road along its west bank. A brick pump house is
located on the east bank of the lake approximately 300 feet
from the dam.
f. Downstream Channel .
The spillway discharges directly into the West Branch of the
Rahway River which is a well defined stream with a bottom of
cobbles and boulders. Approximately 1700 feet from the dam
the stream widens into Diamond Mill Pond which has a surface
area of approximately 3 acres and is impounded by a masonry
and earth dam approximately 12 feet high.
12
A paved road (Brookside Drive) is located along the channel
and varies in height above the stream bed from 4 feet to 8
feet. Approximately 2700 feet from the dam, the channel
passes under Glen Avenue and into an urban area of Millburn.
Buildings near the channel lie approximately 7 feet to 8 feet
above the stream bed.
Extensive debris including large pieces of broken concrete
was observed in the downstream channel in the immediate
vicinity of the dam. Also, a few apparent well casings were
observed in and adjacent to the channel immediately downstream
from the dam. A small abandoned well pump house was noted
adjacent to the channel in the vicinity of the dam.
13
SECTION 4: OPERATIONAL PROCEDURES
4.1 Procedures
The level of water in Campbells Pond is regulated naturally bydischarge over the masonry spillway portion of the dam. Inaddition, the lake water level apparently drops during dry weatherdue to leakage in the dam. Reportedly, the lake becomes dryduring, the summer season almost every year.
4.2 Maintenance of the Dam
Reportedly, there is no program of regular maintenance of the dam
and appurtenant structures. Maintenance is performed on an "as
needed" basis by the City of Orange Water Department which also
conducts an annual inspection of the bridge.
Recent maintenance reportedly includes a cleaning of the downstream
area of the dam and a patching, by concrete, of the downstream
face of the spillway about 3 years ago. In addition, the lake bed
reportedly is dredged each summer that it becomes dry.
4.3 Maintenance of Operating Facilities
The recording lake level gage located in the abandoned pump
house is maintained in operating condition on an "as needed"
basis.
14.41 Description of Warning System
Reportedly, no formal warning system Is In use at the presenttime. However, surveillance is maintained by the City of OrangeWater Department on a daily basis.
( I14
----------------------------------------.-. -7-
4.5 Evaluation of Operational Adequacy
The apparent absence of a functioning outlet works contributes to
a poor operational adequacy of the dam.
Maintenance documentation is poor and the maintenance program for
the dam appears to be insufficient in the following areas:
1. Trees and brush on embankments.
2. Section of timber strip at crest of spillway broken away.
3. Extensive leaking of masonry portion of dam (spillway).
ij. Extensive debris in immediate downstream area of dam.
5. Stones dislodged and displaced from downstream face of
spillway.
SECTION 5: HYDRAULIC/HYDROLOGIC
5.1 Evaluation of Features
a. Design Data
The quantity of storm water runoff that the spillway should
be able to pass without an overtopping of the dam is based
on the size and hazard classification of the dam. This runoff,
called the Spillway Design Flood (SDF), is described in terms
of frequency or probable maximum flood (PMF) depending on
the extent of the dam's size and potential hazard. According
to the "Recommended Guidelines for Safety Inspection of
Dam," published by the U.S. Army Corps of Engineers, the
SDF for Campbells Pond Dam falls in a range of 100-year
frequency to 1/2 PMF. In this case the high end of the
range, 112 PMF, is chosen because of the hazard potential
caused by the road downstream from the dam.
The SDF hydrograph for Campbells Pond was computed by
use of the HEC-1-DB computer program using Clark's Method
employing parameters supplied by the Corps of Engineers.
Hydrologic computations and computer output are contained in
Appendix 4. The calculated SDF peak inflow for Campbells
Pond Dam is 4529 c.f.s.
Discharge capacity for the spillway was computed by considering
free discharge over the masonry portion of the dam. Hydraulic
computations are contained in Appendix 4.
The elevation of the crest of dam varies from 218.5 to 222.0
For purposes of computer input, the top of dam was taken as
222.0. However, for overtopping analysis, the top of dam
was assumed to be 218.5.
16
A routing of the SDF through Campbells Pond resulted in anovertopping of the dam by a depth of 0.6 feet. The overtoppingwould occur at the west end of the dam which has the lowestelevation (218.5) of any point on the dam. Accordingly, thesubject spillway is assessed as being inadequate in accordancewith criteria developed by the U.S. Army Corps of Engineers.
b. Experience Data
Reportedly, the dam has not been overtopped due to highlake water level. However, the roadway downstream from the
dam reportedly is occasionally inundated during periods ofheavy precipitation.
C. Visual Observations
No evidence was found at the time of inspection that wouldindicate that the dam had been overtopped.
d. Overtopping Potential
As indicated in paragraph 5.1.a., a storm of magnitudeequivalent to the SDF would cause overtopping of the dam bya height of 0.6 feet above the top of the dam. The spillwayis capable of passing approximately 42% of the PMF or 84% ofthe SDIF with lake level equal to the top of the dam (elev.218.5).
( 17
SECTION 6: STRUCTURAL STABILITY
6.1 Evaluation of Structural Stability
a. Visual Observations
The embankments appeared, at the time of inspection to be
outwardly stable. However, the masonry portion of the dam
appeared marginally stable because of its numerous leaks and
slight displacement at the toe and the presence of possible
seepage containing orange deposits downstream from the toe.
An accurate determination of the severity of the observed
indications of possible distress cannot be made without furtherinvestigation beyond the scope of a Phase I inspection.
b. Generalized Soils Description
The generalized soil description of the dam site consists of
alluvial soil composed of stratified materials deposited by
streams overlying glacial terminal moraine. The moraine
consists of silt, sandy silt and silty sand with varying amounts
of gravel and small amounts of clay deposited at the outer
edge of the ice sheet during the Wisconsin stage of continental
glaciation. The glacial terminal moraine overlies "Newark"
basalt bedrock.
C. Design and Construction Data
Analysis of structural stability and construction data for the
embankment and spillway structure are not available.
(i
d. Operating Records
No operating records are available for the dam. Reports ofinspections made by the State of New Jersey in 1928 and 1929
are contained in the files of the NJDEP. According to thereports, several leaks were present in the masonry portion of
the dam. The leaks were assessed as being of a nature that
did not threaten the structural integrity of the dam. Suggestionsfor remedial measures were withheld pending further investigations.
e. Post Construction Changes
No records of any post construction changes are available.
f. Seismic Stability
Campbells Pond Dam is located in Seismic Zone 1 as defined in"Recommended Guideline for Safety Inspection of Dams,"
which is a zone of very low seismic activity. Experienceindicates that dams in Seismic Zone 1 will have adequate
stability under seismic loading conditions if stable understatic loading conditions. Campbells Pond Dam appeared at
the time of inspection to be outwardly stable.
( 19
SECTION 7: ASSESSMENT AND RECOMMENDATIONS
7.1 Dam Assessment
a. Safety
Based on hydraulic and hydrologic analyses outlined in
Section 5 and Appendix 4, the spillway of Campbells Pond
Dam is assessed as being inadequate.
The masonry portion of the dam exhibits. extensive leakage
and other indications of possible distress. The condition of
the dam indicates that it could become unstable if corrective
measures are not implemented.
b. Adequacy of Information
information sources for this study include: 1) field inspections,
2) USGS quadrangle, 3) aerial topography, 4) aerial photography
5) inspection reports in NJDEP file and 6) consultation with
representatives of the City of Orange. The information
outlined is sufficient to allow a Phase I assessment as outlined
in "Recommended Guidelines for Safety Inspection of Dams."
Some of the absent data are as follows:
1. Soils Report
2. Plans of the dam3. Structural Design Report
4. Hydraulic Design Report
20
C. Necessity for Additional Data/Evaluation
Additional data and evaluation is considered necessary in
order to assess the structural integrity of the dam.
7.2 Recommendations
a. Remedial Measures
Based on hydraulic and hydrologic analyses outlined in
paragraph 5.1.a., the spillway is assessed as being inadequate.
It is therefore recommended that a professional engineer
experienced in the design and construction of dams be engaged
in the near future to perform more accurate hydraulic and
hydrologic analyses relating to spillway capacity. Based on
the findings of these analyses, the need for and type of
mitigating measures should be determined and then implemented.
In addition, it is recommended that the following remedial
measures be undertaken by the owner in the near future.
1) If it exists, the outlet works should be investigated and
restored to a functional condition. If no outlet works
exists, an adequate low level lake drain should be designed
and installed.
2) The masonry portion of the dam' should be thoroughly
Inspected by a professional engineer experienced in the
design and construction of dams. The dam should be
Inspected with the lake drawn down and with the lake
filled. Based on the Inspections, together with any
necessary subsoil, seepage and structural Investigations,
remedial measures to correct the leakage and other
possible causes of distress should be determined and
( then implemented.21
3) All adverse vegetation on the embankments should be
removed.
4) Debris in the downstream channel should be removed.
b. Maintenance
In the near future, the owner of the dam should develop
written operating procedures and a periodic maintenance plan
to insure the safety of the dam.
( 22
9
(
PLATES
(S
EPLATE I
PLORAM ARK NE JEREY EY AE
DINOFWTRRSUSCAMPBELL POND DAM MRE
TRENTON, NEWoEE
/ I *27J
**~:.~~ , *- * * .*.
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7 '00,Guth Muntais-- 2
74%
V __&___I -hd~ -, )X qW 54'
SCALE IN MILES PLATE 2
STORCN ENGINEERS INSPECTION AND EVALUATION OF DAMSFLORHAM PARK, NEW JIERSEY VICINITY MAP
DIVISION OF WATER RESOURCESCAPELONDMN.J.DEPT.OF ENVIR. PROTECTION I 0. N .J.00517 SCALE: AS SHOWN
TRENTON, NEW JERSEY DT:NV,17
AU
Ia .. C
GN GA 46000
a AAR*%~~~
Z- 10i15.
/CM L PON AM
-CM Z-. XJ
Legend
AR Recent alluvium composed of stratified materials deposited bystreams.
GMM-24 Glacial Terminal moraine. Silt, sandy silt and silty sand withvarying amounts of gravel and small amounts of clay depositedat the outer edge of the ice sheet during the Wisconsin stageof continental glaciation.
lb Triassic igneous rocks identified as "Newark" basalt andcommnonly called trap rock.
NOTE: Information taken from Rutgers University Soil Survey ofNew Jersey, Report No. 2, Essex County, and Geologic Mapof New Jersey prepared by Lewis and Kuimmel. - P-T
STORCH ENGINEERS INSPECTION AND EVALUATION OF DAMSFLORH4AM PARK, NEW JERSEY SOIL MAP
DIVSION OF WATER RESOURCES CAMPBELL POND DAMNAL.DEPT.OF ENVIR.PROTECTION -I.D. NJ00517 SCALE. NONE
TRENTON, NEW JERSEYfDAENV 197
/ 4 A'5~f ' ,'6,4/
Zm AC7-7 k-77t- I -
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2 624/Z 270A
n /
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FLRA AKNJRE I TRNTN NEERE
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/AE " 199/
SPLATE 4
STORCH ENGINEERS |N.J. DEPT. OF ENVIR. PROTECTIONFLORHAM PARK, NEW JERSEYi TRENTON, NEW JERSEY
INSPECTION AND EVALUATION OF DAMS
GENERAL PLANCAMPBELLS POND DAM
I.0I..001 CL NTT CL) ~ ~ ~ ~ ~ ~ ~ _____________. ,;-.. _ DATE:........ EC. , 1979 .......
C5 7e0f- 7,,~~r
DAM SECTION
SPILLWAY SECTION
PLATE 5
STOICHENGNEES DVSONyo OF WATER RESOURICESSTOAH ENINEE 9 t. DEPT. OF ENVIR. PROTECTION
FLORHGAM PARK, NEW JERME TRENTON, NEW JERSE"
INSPECTION AND EVALUATION OF DAMS
SECTI ONSCAMPBELLS POND DAM
I1.0 N.J.0051? S9CALE: NOT TO SCALEt ~I DATE. DEC. ,19?9
4 \102A~?
/
0 /
* 1)9 /
PLATE 6STORC ENGIEERS DIVISION OF WATER RESOURCES
)TRHENIER N.J. DEPT. OF EW~R. PROTECTIONFLORHAM PARK, NEW JERSEY TRENTON, NEW JERSEY
{ INSPECTION AND EVALUATION OF DAMS
V PHOTO LOCATION PLANCAMPBELLS POND DAM
I.-0 - D. N.J 00 1 SCL NO OC L
DAT - DE .17
APPENDIX I
Check List - Visual InspectionCheck List - Engineering Data
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APPENDIX 2
Photographs
PHOTO 1MASONRY SPILLWAY AND BRIDGE
PHOTO 2TOP OF DAM -BRIDGE OVER SPILLWAY
CAM4PBELLS POND DAM15 NOVEMBER 1979
PHOTO 3UPSTREAM FACE OF SPILLWAY
PHOTO 4DOWNSTREAM FACE OF SPILLWAY
CAMPBELLS POND DAM23 NOVEMBER 1979
PHOTO 5 15 NOVEMBER 1979
LEAKS IN DOWNSTREAM FACE OF SPILLWAY
PHOTO 6 23 NOVEMBER 1979
DETERIORATION AT TOE OF DAM - STONES DISLODGED
(CAMPBELLS POND DAM
Ie
PHOTO 7 15 NOVEMBER 1979
WATER TRANSMISSION PIPES PENETRATING TOE OF DAM
PHOTO 8 23 NOVEMBER 1979
MANHOLE UPSTREAM FROM DAM REPORTEDLY HOUSING WATER MAIN VALVE
(CNIPBELLS POND DAM
PHOTO 9 23 NOVEMBER 1979
ORANGE DEPOSITS IN SUSPECTED SEEPAGE
PHOTO 10 15 NOVEMBER 1979
DOWNSTREAM CHANNEL
CAMPBELLS POND DAM
APPENDIX 3
Engineering Data
CHECK LIST
HYDROLOGIC AND HYDRAULIC DATA
ENGINEERING DATA
DRAINAGE AREA CHARACTERISTICS: Urban and Wooded
ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 214.0 (21 acre-feet)
ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): N.A.
ELEVATION MAXIMUM DESIGN POOL: 219.1
ELEVATION TOP DAM: Varies: 218.5 to 222.0
SPILLWAY CREST: Straight Masonry Weir with Piers
a. Elevation 214.0
b. Type Irregular Section
c. Width 4 feet
d. Length 124 feet
e. Location Spillover Center of dam
f. Number and Type of Gates None
OUTLET WORKS: None
a. Type N.A.
b. Location N.A.
c. Entrance inverts N.A.
d. Exit inverts N.A.
e. Emergency draindown facilities: N.A.
HYDROMETEOROLOGICAL GAGES: Lake Water Level Gage
a. Type Recording
b. Location Abandoned Pump House
c. Records Orange City Engineer's File
MAXIMUM NON-DAMAGING DICHARGE:
(Lake stage qual to top of dam) 3748 c.f.s.(Elev. 218.5)
APPENDIX 4
Hydraulic/ Hydrologic Computations
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-- t.wo 10- 06.4 0. vinC 0-.* IWL4I 0f 0 0 a, )*h1) -A w. t-4044 44: Km4 £
111C 4 4 0-041, LA 4* 0 -0 &S 4 4~o
4 0"04 %i44P. .2".0-0 d4*AD.IOMNC4..
0-0" 4111
two. to
a 44
PMF HYDkOGRAPH
HO.DA HR."N PERIOD RAIN EXCS LOSS COMP a
, 1. 00.101 1 .02 o01 .01 1 2,1.11 :02 000 02 .1.01 .30 3 *02 0.00 *02 5.1.01 .40 4 .02 0.00 *02 5.
. 1.51 _. .50 5 .02 0.00 -02 501.01 1.00 6 .02 0.00 .02 4.1.01 1.10 7 .02 0.00 *02 4.1.01 1.20 8 02 0.00 *02 4.1.01 1.30 9 " .2 0.00 *02 3.1.01 1.40 1C *02 0.o0 .02 3.1.01 1.50 11 .02 O.CO .02 3.1.01 2.00 12 .02 0.00 .02 3.1,G1 2.10 13 .02 0.00 .02 301. l 2.20 14 .02 0.00 .02 2.1.01 2.30 15 .02 0.00 .02 2.1.01 2.40 16 .02 0.00 ,02 2.
- 2. I:[1 25 17 :C2 0.00 .02 2o1.C1 3.10 19 .02 0.00 %02 2.1.01 3.10 19 .02 0.00 .02 2.1.01 3.20 20 .02 0.00 .02 2.
-- 1.01 3.30 21 *02 0.00 .02 1.1.01 3.40 22 .02 0.00 .02 1.1.01 3.50 23 .02 0.00 .02 1.1.01 4.10 24 *02 0.00 .02 1.1.01 4.10 25 .02 0.00 .02 1.1.01 4.20 26 .02 0.00 .02 1.1.01 4.30 27 .02 0.00 *02 1.1*01 4.40 28 .02 0.00 .02 1,.01 4.50 29 .02 0.00 *02 1.
1.01 5.10 30 .02 0.010 .02 1.1.01 5.20 31 .02 0.00 .02 1.1.01 5.20 32 .02 0.00 .02 1.!1 o b*30 33 .02 0.00 :02 1.1.1 5.40 34 .02 0.00 *02 1.1.01 5.50 35 .02 0.00 .02 1.1.01 6.00 36 .02 0.00 .02 1.. :81 - 6: S 31 :R5 0:88:1 6 0 3 05 001.01 6.3S 39 .05 0.00 .05 Q.1.01 6.40 40 .05 0.00 .C5 0.:- -101 6o50 41 .05 0.00 005 0.- GI 700 42 .05 0.00 :C5 0.1,01 7*10 43 .05 .01 .04 0.101 7.20 44 .05 003 .02 1.2.01 7.30 45 .05 .03 .02 2.1.01 7.40 46 .05 .03 *02 4.1.01 7.50 47 .05 .03 .02 7.1.01 #.00 48 .05 .03 .02 11.- 01 solo 49 .05 :33 :02 17.•ol 8*20 50 .05 .13 *02 2 41.01 a.30 51 .05 003 .02 33.1.01 8.40 52 .05 .03 .02 44.1... 01 8.50 53 .05 .03 .02 56.1.01 9.00 54 .05 .03 .02 69.1.1 9.10 55 .05 .03 .02 84.1.01 9.20 56 .05 .05 .02 110.1.01 9.30 7 .05 .3 .02 117.1.01 9.40 58 005 .03 .02 135.o01 9.50 59 .05 003 .02 153.:01 10.00 bO .05 .03 .02 172.
1.01 1G30 63 .05 .03 002 229.j:01 16040 64 .05 .93 .02 247.
:01 105 5 .05 :S 8 64..os1 0.o:8] :81 .11 11,00 66 ,O53S 281.a.01 11.10 67 .05 .03 .02 298.
1.01 11.20 68 .05 .03 .02 314.
1:1 .05 .03 .02 359.1.01 12.00 72 .05 .73 .02 373.
. 02 409.Oct 30 7 .934 .33 ,02 436.
( ..
- ---- J, )mu mmm-- - - - - - - - I ll llI
1.01 12.40 76 .34 .33 *02 472.1.01 12.50 77 .34 .33 .02 518.ltol 13.0 7b .34 .33 .02 574.1.01 13.10 79 .41 .39 .V2 642.1.01 13.20 80 .41 .39 .02 724... 01 13.30 81 .41 .39 .02 821.1:01 13.40 82 .41 .39 .02 933.1.01 13.50 83 .1 .39 .02 1060.10&1 14.C0 84 .41 .39 .02 1201.1.01 14.10 85 .1 :50 *02 1356.1.01 1%.20 86 .51 .50 :02 1524.1.01 14.30 87 .51 .50 .02 1706.1.;1 14.40 88 .51 .50 .02 1900.1:81 1450 89 :51 .50 :0j 2104:40 1.60 0 51 5 0 2318:lo01 15.10 91 .47 .45 .02 2536.1.01 15.20 92 .78 ,.7b .C2 2759.1.01 15.30 93 1.41 1.39 .02 2992.1 .1 15.40 94 3.52 3.0 .02 3256.1.01 15.50 95 1.02 1.00 .02 3967.1.91 16.00 96 .63 .61 .0? 3914.1. 01 16.10 97 .48 .46 .02 42E6.1.01 16.20 98 .48 .46 .02 4675.1.01 16.30 99 .48 .46 .02 5077.1.01 16.40 100 .48 .46 .02 5489.1:01 16.50 101 048 .46 .02 5908.1.01 17.00 1C2 .'8 .46 .02 6331.1.01 17.10 103 .38 .36 .02 6750.1.01 17.20 104 .38 .36 .02 715n.1.01 17.30 1 5 .38 .36 .02 7521.1:01 17.40 106 .38 .36 .02 7860.1.01 17.50 107 .38 .36 .02 P166.1.01 18.00 118 .38 036 .02 P437,
- - 1.01 18.10 1C9 .03 .01 .02 8670.1.01 18.20 110 .03 .1 :02 8857.1.01 18.30 111 :e3 .01 .02 8988.1.01 I.40 112 .03 .01 .02 9053.
... 1.01 18.50 113 .03 .01 .02 9058.1CI 19.00 114 03 .01 .02 9027.1.01 19.10 115 .03 .01 .02 8972.1.01 19.20 116 .03 .01 .02 P897.1.01 19.30 117 .03 :01 .02 880101.01 19.40 118 .03 .01 .02 8686.1.01 19.50 119 .03 .01 .02 8551.1.01 20.00 120 .03 .01 .02 8400.
•121 :3 :01 :02 825.
20.30 123 i03 .01 Cp 7875.1.C1 20.40 124 .03 .01 .02 7683.1 01 20.50 125 .03 .01 .02 7486.
21 0 126 .V3 .01 .02 7287.,010 21.. 127 :03 .01 .02 7088.
1.01 21.20 128 .03 .01 .02 689.. 1.01 21.30 129 .03 .01 : 671.01 21.40 130 .03 .01 2 6536.1.01 21.50 131 ,03 .0. .02 6345.1.01 22.00 132 .03 .0 ,02 6172.
- 0,1 22.10 133 .03 0 :02 6005*1.I 22.20 13 o 03 ,1 .02 5841*C03 .01 .02 5683..01 22.40 136 .03 .01 .02 5529.
: e50 137 .03 .1 :S2 5379.230 138 .03 .01 2 5234.
1.01 23.10 139 .03 .01 .02 5093.1 23.20 140 .03 .01 02 4956.142 .03 .0H4 142 :03 493.23:58 143 .03 .01 .02 4566.
. 09 144 .03 .01 4442.14: 0.00 :0. 0.2 4322.16 0000 o 0 0o0 42040.147 0.00 0.00 000 4090.J 148 0.00 0.00 0,0 399.. 0 . 0 . 7 o.1:1 1; 0 8:00 S 0:0 7640
MO.DA HReM4 PERIOD RAIN EXCS LOSS COMP 01.02 1.10 151 0.00 0.00 0.00 3661.12 1.20 152 0.00 0.00 0.00 3560.1.02 1.30 153 0.00 0.00 0.00 3461.1.02 1.40 154 0.00 0.00 0.00 3364.1:02 1:5 155 0.0 0.0 0.00 3270.1.02 200 156 000 0.00 0.00 3178.1.02 2.10 157 0.00 0.00 0.0 3088.1.02 2.20 158 0.00 0.00 0.00 3VCB.1.02 2.30 159 0.00 0.00 0.00 2914.1.02 2.40 160 0.00 0 0.00 0.00 2P30.1.02 2.50 161 0.00 0.00 0.00 2748.1.02 3.00 162 0.00 0.00 0.00 2668.1.02 3.10 163 0.00 0 .00 0.00 2591.1.02 3.20 164 0.00 0.00 0.00 2515.1.02 3.30 165 0.00 0.00 0.00 2442.1.02 3.40 166 0.00 0.00 0.40 2371.1.02 3.59 167 0.00 00 .00 232.1.02 4. u0 168 f. 0 00 0.00 2234.1.02 4.10 169 0.00 0.10 0.o0 2169.1.02 4.20 170 0.00 0.00 0.0 2106.1.02 4.30 171 0.00 0.00 0.00 2044.102 4.41 112 No.0 O.o0 0.00 1984.1.02 4.50 113 0.00 0.00 0.00 1911.1.02 5.00 174 0.00 0.00 0.00 1*39.1:2 5.10 15 0:O0 0.00 0:00 1770:12 5.20 1 6 000 0 00 00.00 17C3.1*02 5.30 117 0.00 000 0.00 1638.1.02 5.40 178 0.00 0.00 0.00 1574.1.02 5.50 179 0.00 0.00 0.00 1509.
180 6.30 180 0.00 0.00 0.00 145.i 6 .11t 181 0.00 0.00 Deco 1384o1.02 6.20 182 0.00 0.00 0.00 1324.1.02 6.30 183 0.00 0.00 0.0s 266.2 6.40 184 0.00 00 0 0 1209.2 6.0 185 0.00 0.00 0.00 1149.1002 7.00 186 0.00 0.00 0.c 1091.1:82 7.10 191 0.00 0.00 00 182.2 7.020 192 0.00 0.00 0.00 979.1.02 7o30 189 0.00 0.00 0.00 925.1.02 7.20 190 0 .00 0.0 cc 873.1.02 7.5 191 0.00 0.00 0.00 825.1.02 8.00 192 0:00 0.0 0.00 250.1.02 g.20 193 0.00 0.00 0.00 61.02 ,2.0 19 0.00 00 0.00 67.8:38 195 *:80 .0 8:S9 429.
19 0 00 0,0 400*1.02 84 197 0.00 0.00 0.00 373.1.02 9.00 198 0.00 0.00 0.0 348.1.02 :10 199 0.00 0.00 0.00 325.1.02 920 200 0.00 0.00 0.00 331 10 2 9.30 201 0.00 0.0 0.00 200.1.o 904 202 0.00 Dec 0018S1.02 19:5 203 0.00 0.0 0:0 26.i.02 00 2C 0.00 0.00 0.00 233.1.02 100 205 0.00 0.00 0.00 212.1.2 11.20 21s 000 0.00 0.00 200.
:8 110 217 0:00 0:00 0.0 0 1
.02 12.20 0 0.00 0.00 0071.02 12.0 220 0.00 0.00 0.Co 17.
1.02 12.50 221 0.00 0.0 0.00 13.1[02 11.0 222 0.00 0.00 000 150( 1 :1 2 2:11 .2 211 8:88 S-00 0 ': t32I:02 ,210 213 a*0 0.00 0000 2301 212.20 219' 1*00 0.00 0.0 Ilse
... 82 12.3 0 2179 -0 0.00 00 3,0 2 12o20 229*0. O0 0.O0 0.00 p1,
1:02 2:0 2? S SO 0 :00 00,CO --- 71.12 12 50 221 00 0.0 0a 710|,21,0 222 0 00 0 ,00 6600 1 224 o.0 0.o #5:0213,30 225 0.09 0 0 0.00 540
1.02 13.40 226 0.00 0.00 0.00 50..02 13.50 227 O.0O 0.00 0.00 47..02 14.00 228 0.00 0.00 9.00 44.1902 14.10 229 0.00 0.00 0.00 41.1e02 14.20 230 0.00 0.00 0.00 38.1.02 14.30 231 0.00 O.CO 0.00 35.
14.40 232 0.00 00 0.00 33:112 1450 233 0.00 0.00 0.00 31.1.02 15.00 234 0.00 0.00 0.00 29.1.02 15.10 235 0.09 0.00 0.00 271.02 15.20 236 0.00 0.00 0.00 25.1.02 15.30 237 0.00 0.00 0.00 23.1*02 15*40 234 0.00 0.00 0.00 22,1.02 15.50 239 0.00 0.00 0.00 20.1.02 16.00 240 0.00 000 00 19.1.02 16,10 241 0.00 0.00 0.00 18.1.02 16.20 242 0.00 0.00 O.CO 17.t:02 16.30 243 0.00 f0 0 : jS: -02 16.40 244 000 0.00 0.00 13.1,02 16.50 245 0.00 0.C0 0o.I0 1301*02 17.00 246 0.00 0.00 0.60 13.1.02 17.10 247 0.00 0.08 0.00 12.1.02 17.20 248 0.00 0.*0 0.0 11.1.02 17.30 249 0.00 0.00 0.00 J0.1.02 17.40 250 0.00 0.00 0.00 9.l: 17:5 251 0.00 0.00 C." 90
18.00 252 0.00 0.00 0.00 8:1*02 18e10 253 0.00 1.00 0.00 8.1.02 18.20 254 0.00 0.00 0.00 7.1.02 18.30 255 0.00 0.00 0.00 7..... ..1.02 18.40 256 0.00 0.00 0.00 f.1.02 18.50 257 0.00 0.00 0.00 6.1.02 19.00 258 000 000 0.00 5.1.02 19.10 259 0.00 0.00 0.00 5.1.C2 19.20 260 0.00 0.00 0.00 5.1.02 19.30 261 0.00 0.00 0.00 4.1.02 19.40 262 0.00 0.00 0.00 4.1.02 19.50 263 0.00 0.00 0.00 4.1:02 10,00 264 0.00 0.0 0.00 4.
2 0.10 265 0.00.00 0.:0 3:1.02 20:20 266 0.00 0.00 0.00 3.
1.02 20 27 00:08 0 000 312 204 26 0.0 .00 8:0 3-
1.02 2050 269 0.00 0.00 0.00 3.1.02 21.00 274 0.00 0.00 0.00 2.N02| 21:1o 271 222 7 .oo .o00o 8:0.001002 21.50 273 0.00 0:00 0.00 2:1.02 21*40 274 000 0.00 0.00 2.02 21.50 275 0.00 0.00 0.00 2.02 22.0 276 0*0 0*0 01 291 2 22.10 277 0.00 00 0C0 10
1.02 23.20 278 0.00 0.00 0.00 1.
t: 22.S 223 273 00900 :284 0.00 0.00 0 a
23.40 285 0.00 0.00 0.0026 0.00.0 00I:~2.0 27 00 .00S 0.00 1: .....
1.02 22.0 281 0.00 0.00 0.001.02 .0 282 0.00 0.00 0.00 1.td2 1:10 23 0:0o0o g0 :
S.20 284 0.00 0.00 0.00 1..0 2 23930 285 0000 0.00 0.00 1.1:02 2o5o 2886 88 8:88 0 .00
1.03 .50 .00 0.00
4. 10 24 M 0 .0 U .00
.03 010 2: 0,00 1 0,00 De8o I:
1 3 0 297 00000
9ii :88 8 IS:80o 3 so 29 000 2600 cc1:o 294 i a
0100 08 ,001:41 298 O0 0 . 0 00
lei .1 R9 :88 1:11 01.:0 9
C4 da
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STATION DAN. PLAN to RATIO I
END-OF-PERIOD HYOROGRAPH ORDINATESOUTFLOW
2. 2. 2. 2. 292 o: . Is.
13. 1g 2. 29. 39.o3. 51. 59. o9. 71687. 96. 106. 115. 124. 132o 141. 149. 1S7 .172 179, 1870 1950 2050 220o 238. 261. 2892362. 4150 48b. 554. 626. 704. 789. 879. 9750 1075.1191. 1305. 1417. 1538o 1675. 1831. 2002. 2198. 2395. 25930279*. 29e8. 32080 3424. 36180 37960 3958. 4104. 4234. 4344.443 0 95. 4522 41521. 450*. 474. 4434. 4389. 43310 *262:41850 41c1. 4012. 3919. 3821. 3722. 3621. 3522. 3425. 3330.3239. 3150. 30700 2988. 2906. 2827. 2749. 267*. 2601. 2530.2461. 2395. 233G. 2266. 2204. 2144. 2085. 2029. 1978. 1924.1A71. 18190. 17680 1719. 167P* 1624o 1577o 1532. 14880 1445.14C30 1362. 13229 1283. 1246. 12090 1174. 1139. 1107. 10las1047. 1016. 983. 948. 912. 877. 84. 811. 778. 746.715. 684. 654. 625. 5960 566. 537o 508. 481. 540428. 401. 372. 317. 258o 225. 204. 188. 175. 163.152. 142. 132. 123. 115. 107. 100. 93. 87. I.76. 71. 66. 61. 57. 53. 50. i6. 43. 9.38. 35. 33. 31. 29. 27. 25. 230 22. 20.190 18. 16. 15. 14. 13. 12. 12. 11. 10.9. 90 s. 8. 7. 70 6. 6. 5. 55 .4. 4. 4. 30 3. 3 3.2 2. 2o 2. 2. 2. 2. 1. 1:10 1. !; I0 10 1. 1* 1: 11I1. 1. 1. o. 0. 0 0. o. . 00 00. 0. 0. 0. 0. 0. 0. 0. 0. 0.
ST3RAGE21. 21. 21. 21o 21o 21. 21. 21. 21. 21.21. 21. 21. 21. 21. 21. 21. 21.21. 21. 21. 21. 21. 21. 21. 21. 2 It21. 21. 21. 21. 21. 21. 21. 21. 21. 21021. 21. 21o 210 21. 21 21. 21o 21. 22.22. 22. 22. 22. : 1 22. 22. 22. 22. 22. 22.22 23. 23. 23. 23o 23. 23. 23. 23. 23.24. 24. 24 24o 24. 24 24. 25. 25. 26026. 27. 28. 28. 29. 30. 31. 31. 32. 34.35. 36. 37. 38. 39. AS * 3 45. 4. 49.51. 53. 550 58. 60. 63: 65. 66.669.. 70. 70. 6 0 69. o 69. 68. 68. 69:66. 65. 64. 63. 62. 61. 60. 59. 58. 57.56. 55. 54. 3: 52. 51. 50.47. 47. 46. *5 45. 4*1 . 440.41. 41. 40. 40o 3q, 39o 38. 380 37. 3737. 36. 36. 36. 5. 35. 35. 34. 34. 34.J3: 3: 33. 32o 3: 310 31: 31: 30: 3.290 29. 29. 28. 28 28. 28. .2?. 27o 26. 2fi. 2S0 24. 24o 24o 24. 13:23. 23. 23. 23. 230 23. 3 23. 22 22.220 22. 22. 22 2. 22 22. 2. 222. 22. 22. 22. 22. 22. 22. 22.22. 22. 22. 22. 22. 22. 22. 22. 22. 22.22. 22. 22. 22. 22: 21. 21. 21. 21. 71.
1 21. 21. 21. 21. :: 21: |I: II: -- ii:21. 21o 21. 21. 21o 21 21. 21. 21.21. 21. 21. 21. 21o 21. 21. 21. 21o 21.-216 21. -- 21 21. 21. 21. --- 21. 21 . 21. 21e
STAGE214.0 214.0 2140 21400 2140 214.0 21410 214.0 214.0 14.0214.0 214.0 2 4.0 210 .1400 414. :214.0 214.0 214.0 214.0 214.8 214.0 214.0 214.0 214. 4.02140o 214.0 214.0 214.0 21403 214.0 2140 0 214.0 4:214.0 814.: 2... 214. o 81: 1401 214.2 214.2110 214.2 1 214.3 214.1 1 21. 214.4 14.4214.4 214.5 214.5 214.5 214.5 214.6 214.6 214.? 2140T214.9 215.0 15o1 215*2 215.3 215.4 215.6 215.7 21505 21216.1 2162 218.3 216.5 21605 216.8 217.0 217 2703217.? 217.9 219.1 218.2 218.4 218.5 21896 217.1 218.8219.0 219.0 219.1 219.1 219.o 219.0 219.0 219.0 218.9 219219.8 218:7 218.7 218.6 218.5 218.4 1804 218.3 218.221.1 217. 2 2:7.:.4 211.3 It.: 27.2 7217.1 217.0 21..
117;9 19 IN - 17:1. 1169216.8 216.8 2167 2126.17 216.6 2 o16. 216.5 26 216.4 2 60216 216&3 216.2 212 2 16. 26 216.1 216.0 216. 1.215.8 215.8 215. 215.? 21591j~. 15.9 215.4 215.3 215o 215.2 215.6 215.6il215.0 i.4 21409 214.8 214.7 214.6 21405 214o 214.4 2(4:4214.4 214.4 21403 214.3 214.3 214.3 2143 214.2 214.2 214N214.0 214.2 2142 214.A 214.1 214. 114.1 4. 211 40421400 21*.0 214.0214.1 21 41.21.11
2.224.121., 1400 14.:1.214.0 214.0 214.0 .0 214o 214o 2 .o1::124.0 214.0 14.0 214.0 21*.! 214.0 214.0I . 211.0 211.S ll:.S .. ... ii:.0 Jj4.0. I:: II:: l :
aw C~2 ociC3 c
CD *e. 000~cc-
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0
APPENDIX 5
Bibliography
1. "Recommended Guidelines for Safety Inspection of Dams," Department
of the Army, Office of the Chief of Engineers, Washington, D.C. 20314.
2. Design of Small Dams, Second Edition, United States Department of
the Interior, Bureau of Reclamation, United States Government
Printing Office, Washington, D.C., 1973.
3. Holman, William W. and Jumikis, Alfreds R., Engineering Soil
Survey of New Jersey, Report No. 2, Essex County, Rutgers
University, New Brunswick, N.J., 1953.
4. "Geologic Map of New Jersey," prepared by J. Volney Lewis and
Henry B. Kummel, dated 1910 - 1912.
5. Safety of Small Dams, Proceedings of the Engineering Foundation
Conference, American Society of Civil Engineers, 1974.
6. King, Horace W4illiams and Brater, Ernest F., Handbook of Hydraulics,
Fifth Edition, McGraw-Hill Book Company, 1963.
IL
I
