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AD-AI0 410 TIPPETI-ABBETT-MCCARTHY-STRATTON NE W YORK F I 13 13NATIONAL DAM SAFETY PROGRAM. LONG POND DAM NUMBER 3 CINVENTORY -ETC(U)SEP 81 E OBRIEN DACWI RI'tCO 008
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LONG POND DAM NO. LOG3LN AI EEWESTCHESTER COUNTY, NEW YORK
INVENTORY NO. N.Y. 115
I PHASE I INSPECTION REPORTI NATIONAL DAM SAFETY PROGRAM
.AP"0VED FORJP13I RE t EETC
- ISTRIBUTIONNLMTV 18'
NEW YORK DISTRICT CORPS OF ENGINEERSD
SEPTEMBER 1981
DISCLAIMER NOTICE
THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.
SECURITY CLASSIFICATION Of THIS PAGE (~a .. ~f~dREALD-*%STRVCTfOI5REPORT DOCUMEN TATICN PAGE BFFORE cOAIPLETLNG FORM
1. REPORT NUMBER 2.GOVT ACCESSION NO. 3L E&,'r AAO .MI
4 TLE(andSubttle)S. TYPE OP RSPORY & PERIOD COVERED~'a' Isetor eotPhase I Inspection Report
Long Pond& Dam No.-3 National Dam Safety ProgranLong Isang Basin, Westchester County, NY T. PERPORWNG ORC. REKPORT '"fInvento yIo 115
7. AUTHOR&. 1-. COTAT0 -M-USM
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9. PERFORMING OAGANIZATION NAM4E ^NO ADDRESS 10. PRoGRA4. ELEN H?. PROJECT. AiARaA t woRK uyiir NumseRS
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National Dam Safety Program. Long Pond- , DmNubr3(nvnoyNmbrN 1)
Da ube Inetr Nme N 1)so. SUPPLEMENTARY NOTES- Long island Basin, Westchester County,
,New York. Phase I Inspection Repot
1,. KEY WFROS (Coallnuo a &rs side it nc***aly and fdontify by 616o.k nmbor)
National Dam Safety Program Long PondI Dam No. 3Visual Inspection- Westchester CountyHydrology, Structural Stability Long ..Island Basin .
20, ABSTRACT (CWoinD* 4. ow.ew *if n~c .m- mad identity by bl-c* w.~
This report provides inform~ation and analysis on 6*& ph7sical condiAor of thedam as of the report date, Information and analysis are based on Visualinspecti'on of the dam by the performing organization.
Examination of available documents and a visual inspectionof the dam and the appurtenant structures did not reveal condi-tions which constitute an immediate hazard to human life or pro-perty.1
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SICURIF" CLAWSIPc~fow'Po aFir w*Q( (Wf Doe.to#.9
SECURITY CLASSIFICATI, OF THIS PAGC(Whm balt En.tlo )
Using Corps of Engineers' Screening Criteria, it has beendetermined that the dam would be overtopped for all storms ex-ceeding approximately 41 percent of Probable Maximum Flood (PI4F).The service spillway is, therefore, adjudged as 'seriously in-adequate" and the dam is assessed as unsafe, non-emergency.
The V4assificatiorf 'unsafe" applied to a dam becauseof a "seriqtsly inadequat spillway" is not meant to connote the Lsame degrearof emergency as would be associated with an "unsafe" ':
classification applied for a structural deficiency. It does mean,however, that based on an initial screening, and preliminary com-putations, there appears to be a serious deficiency in spillwaycapacity so that if a severe storm were to occur, overtoppingand failure of the dam would take place, significantly increasingthe hazard to loss of life downstream from the dam.
Accession For
NTIS GRAIIDTIC TA 0'JustificationnaoucdDTICBy- SELECTE
SNOV 16 1981Availability Codes
Avpil and/or -Dist Special
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IsccutiTy cLA&,.trICAT IN OF IF415 PACC(Ihefi bea ta.e.E)
II
LONG ISLAND BASIN
LONG POND DAM NO. 3
WESTCHESTER COUNTY, NEW YORKINVENTORY NO. N.Y. 115
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
IL
NEW YORK DISTRICT CORPS OF ENGINEERS
SEPTEMBER 1981
PREFACE
This report is prepared under guidance contained in theRecouended Guidelines for Safety Inspection of Dams, forPhase I Investigations. Copies of these guidelines may be ob-tained from the Office of Chief of Engineers, Washington, D. C.,20314. The purpose of a Phase I Investigation is to identifyexpeditiously those dams which may pose hazards to human lifeor property. The assessment of the general condition of the damis based upon available data and visual inspections. Detailedinvestigations, and analyses involving topographic mapping, sub-surface investigations, testing, and detailed computational eval-uations are beyond the scope of a Phase I Investigation; however,the investigation is intended to identify any need for such studies.
In reviewing this report, it should be realized that thereported condition of the dam is based on observations of fieldconditions at the time of inspection along with data availableto the inspection team. In cases where the reservoir was loweredor drained prior to inspection, such action, while improving thestability and safety of the dam, removes the normal load on thestructure and may obscure certain conditions which might other-wise be detectable if inspected under the normal operating environ-ment of the structure.
It is important to note that the condition of a dam dependson numerous and constantly changing internal and external con-ditions, and is evolutionary in nature. It would be incorrectto assume that the present condition of the dam will continue torepresent the condition of the dam at some point in the future.Only through frequent inspections can unsafe conditions be de-tected and only through continued care and maintenance can theseconditions be prevented or corrected.
Phase I inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with theestablished Guidelines, the Spillway Test flood is based on theestimated "Probable Maximum Flood" for the region (greatest rea-sonably possible storm runoff), or fractions thereof. Becauseof the magnitude and rarity of such a storm event, a findingthat a spillway will not pass the test flood should not be in-terpreted as necessarily posing a highly inadequate condition.The test flood provides a measure of relative spillway capacityand serves as an aid in determining the need for more detailedhydrologic and hydraulic studies, considering the size of thedam, its general condition and the downstream damage potential.
III
IPHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
LONG POND DAM NO. 3I.D. NO. N.Y. 00115D.E.C. NO.LONG ISLAND BASIN
WESTCHESTER COUNTY, NEW YORK
CONTENTS
PageNo.
ASSESSMENT
- OVERVIEW PHOTOGRAPH
1. PROJECT INFORMATION 1
1.1 GENERAL 1
a. Authority 1b. Purpose of Inspection 1
1.2 DESCRIPTION OF THE PROJECT 1
a. Description of Dam andAppurtenant Structures 1
b. Location 2c. Size Classification 2d. Hazard Classification 2e. Ownership 3f. Purpose of Dam 3g. Design and Construction History 3h. Normal Operating Procedure 3
1.3 PERTINENT DATA 3
a. Drainage Area 3b. Discharge at Dam Site 3c. Elevation 3d. Reservoir 4e. Storage 4f. Dam 4g. Spillway 4h. Reservoir Drain and Pipeline 4
2. ENGINEERING DATA 6
2.1 GEOLOGY 6
2.2 SUBSURFACE INVESTIGATION 6I
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No.
2.3 DAM AND APPURTENANT STRUCTURES 6
2.4 CONSTRUCTION RECORDS 6
2.5 OPERATION RECORDS 6
2.6 EVALUATION OF DATA 6
3. VISUAL INSPECTION 7
3.1 FINDINGS 7
a. General 7
b. Dam 7
C. Spillway 7
d. Appurtenant Structures 8
e. Downstream Channel 8
f. Abutments 8
g. Reservoir Area 8
3.2 EVALUATION OF OBSERVATIONS 9
4. OPERATION AND MAINTENANCE PROCEDURES 11
4.1 PROCEDURES 11
4.2 MAINTENANCE OF DAM 11
4.3 WARNING SYSTEM IN EFFECT 11
4.4 EVALUATION 11
5. HYDROLOGIC/HYDRAULICS 12
5.1 DRAINAGE AND CHARACTERISTICS 12
5.2 ANALYSIS CRITERIA 12
5.3 SPILLWAY CAPACITY 13
5.4 RESERVOIR CAPACITY 13
5.5 OVERTOPPING POTENTIAL 13
5.6 EVALUATION 14
6. STRUCTURAL STABILITY 15
6.1 EVALUATION OF STRUCTURAL STABILITY 15
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IPage
No.
a. Visual Observations 15
b. Design and Construction Drawings 15
c. Stability Analysis 15
d. Operating Records 15
e. Post-Construction Changes 15
f. Seismicity Stability 15
7. ASSESSMENT/RECOMMENDATIONS 16
7.1 ASSESSMENT 16
a. Safety 16
b. Adequacy of Information 17
c. Need for Additional Investigations 17
d. Urgency 17
7.2 RECOMMENDED MEASURES 17
APPENDICES
A. DRAWINGS
a. Vicinity Mapb. Topographic Mapc. Summary of Field Measurements
B. PHOTOGRAPHS
C. VISUAL INSPECTION CHECKLIST
D. HYDROLOGIC DATA AND COMPUTATIONS
E. REFERENCES
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L. 1
r , IPHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
NAME OF DAM: Long Pond Dam No. 3,N.Y. 00115
STATE LOCATED: New York
COUNTY LOCATED: Westchester
STREAM: Mianus River
BASIN: Long Island
DATE OF INSPECTION: June 9, 1981
ASSESSMENT
Examination of available documents and a visual inspectionof the dam and the appurtenant structures did not reveal condi-tions which constitute an immediate hazard to human life or pro-perty.
Using Corps of Engineers' Screening Criteria, it has beendetermined that the dam would be overtopped for all storms ex-ceeding approximately 41 percent of Probable Maximum Flood (PMF).The service spillway is, therefore, adjudged as "seriously in-adequate" and the dam is assessed as unsafe, non-emergency.
The classification of "unsafe" applied to a dam becauseof a "seriously inadequate spillway" is not meant to connote thesame degree of emergency as would be associated with an "unsafe"classification applied for a structural deficiency. It does mean,however, that based on an initial screening, and preliminary com-putations, there appears to be a serious deficiency in spillwaycapacity so that if a severe storm were to occur, overtoppingand failure of the daz, would take place, significantly increasingthe hazard to loss of life down-.ream from the dam.
It is, therefore, recommended that within 3 months ofnotification to the owner, detailed hydrological-hydraulicinvestigations of the structure should be undertaken to moreaccurately determine the site specific characteristics of thewatershed and their affect upon the overtopping potential of thedam. At the same time a dam break analysis should be carriedout to ascertain the effect of a sudden flood from the upstreamreservoir discharging into the lower reservoir. The results ofthese investigations will determine the appropriate remedialmeasures which will be required to achieve a spillway capacityI
adequate to discharge the outflow from at least the PMF.
In the interim, a detailed emergency action plan mustbe developed and implemented during periods of unusually heavyprecipitation. Also, around-the-clock surveillance of thestructure must be provided during these periods.
The following remedial measures must be completed withinone year:
I. Nature of the seepage at the central toe of the damshould be investigated.
2. Location of the reservoir drain discharge should bedetermined.
3. Only after locating the reservoir drain discharge,the workability of the drain valve should be eval-uated. If found to be inoperable or defective, itshould be repaired to a good working condition orreplaced.
4. The concrete on the spillway training walls and down-stream bottom slab should be repaired.
5. The rocklined spillway discharge channel should beevaluated to determine if it has sufficient capacityto contain calculated maximum spillway flows.
6. The seepage area at the south abutment should beblanketed with a properly filtered drainage materialto allow controlled transportation of seepage watersdownslope in addition to minimizing the potentialfor piping of finer qrained embankment soils.
7. All small trees, dead large trees and large treeslocated near the crest and upstream slope shoula becut down and removed. Larger trees on the downstreamslope should be inventoried and their condition moni-tored. If one of these trees dies it should be cutdown and the area around the stump should be monitoredfor the development of seepage. Holes and depressionsdeveloping as a result of tree removal should bebackfilled and sealed.
8. The low lying area, upstream of Duck Pond immediatelyadjacent to the dam's toe should be backfilled to pro-hibit backwater encroachment on the downstream slope.
9. The upstream slope of the dam should be properly pro-tected against erosion.
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1 10. A program of periodic inspection and maintenanceof the dam and appurtenances including yearly opera-tion and lubrication of the repaired gates shouldfbe provided. This program should be documentedfor future reference. The emergency action plan,described in Section 7.1d, should be maintainedand updated periodically during the life of thestructure.
Eugene Oien, P.E.New York No. 29823
Approved By: Col. V. M. Smith Jr.New York Distric Engineer
Date: t4
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PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
LONG POND DAM NO. 3I.D. NO. N.Y. 00115D.E.C. NO.LONG ISLAND BASIN
WESTCHESTER COUNTY, NEW YORK
SECTION 1 - PROJECT INFORMATION
1.1 GENERAL
a. Authority
The Phase I inspection reported herein was authorized
by the Department of the Army, New York District, Corps of En-
gineers by Contract No. DACW 51-81-C-0008, dated 14 December 1980,
in fulfillment of the requirements of the National Dam Inspec-
tion Act, Public Law 92-367, 8 August 1972.
b. Purpose of Inspection
The inspection was conducted to evaluate the existing
conditions of the dam, to identify deficiencies and hazardous
conditions, to determine if these deficiencies constitute
hazards to life or property, and to recommend remedial measures
Lwhere required.1.2 DESCRIPTION OF THE PROJECT
a. Description of Dam and Appurtenant Structures
The Long Pond Dam No. 3 is composed of a 355 ft long
earth and rockfill embankment having a maximum height of approxi-
mately 40 ft and crest width of 34 ft. Upstream slopes of the
dam typically range from 1 Vertical to 5 Horizontal (lV:5H)
to IV:6H. In the vicinity of the spillway approach upstream
slopes are steeper, on the order of IV:3H. No slope protection
is present, on the upstream face. The downstream slope
typically has a IV:I.5-1.OH slope descending about 20 ft fron
the crest to a 20 ft wide horizontal bench and then continuing
1
' Idownslope at a lV:1.5-2.OH slope to the toe. Near the north
abutment in the vicinity of the rocklined spillway channel,
downstream slopes are typically lV:3H. Typical slope geometry
is shown in section view in Appendix A.
The spillway, located at the north abutment contact
in a reinforced concrete box culvert 4 ft high and 6 ft wide.
Base slab elevation of the spillway is about 6 ft below the dam
crest. The spillway is uncontrolled and passes water through
the dam crest discharging into a rocklined channel running
down the north abutment.
The dam which creates a recreational lake is equipped
with a reservoir drain of unknown dimension and construction.
Gatehouse for this drain is located about 100 ft upstream of the
center of the dam (See Photograph 6).
North Lake Dam is situated approximately 1,200 ft
upstream of Long Pond Dam. An uncontrolled overflow spillway
passes water from North Lake directly into Long Pond.
b. Location
Long Pond No. 3 Dam is located at the south end of
Long Pond Court within the Windmill Farms Development, approxi-
mately 6 miles northeast of the City of North Castle, West-
chester County, New York.
c. Size Classification
The dam is 40 ft high and has a reservoir at this
height with a storage capacity of approximately 115 acre-feet
and is therefore classified as a small dam.
d. Hazard Classification
The darn is in the "high" hazard potential category
because it is located upstream of a moderately to densely populated
area of the Windmill Farms subdivision.
2
Ie. Ownership
The Long Pond Dam No. 3 is located on property owned
by Mr. K. Karl Mueller, 4 Long Pond Court, Windmill Farms,
f Armonk, N.Y. 10504, Telephone No.: (914) 273-8074. However,
the lake bottom property and the reservoir drain control houseis owned by the Town of New Castle.
f. Purpose of Dam
The dam was constructed to create a lake used for
recreational purposes.
g. Design and Construction History
Design drawings or construction records do not exist
for the Long Pond Dam No.3. The dam was reportedly designed by
Elwyn E. Seelye and Company, Park Avenue, New York, N.Y. and
built circa 1936.
h. Normal Operating Procedure
Water periodically flows through the uncontrolled
spillway. It is not known if the reservoir drain is periodically
used for water level control or even operational.
1.3 PERTINENT DATA
a. Drainage Area (sq. miles) 0.46
b. Discharge at Dam Site (cfs)
Ungated Spillway at Maximum Pool 222
Capacity of Reservoir drain unknown
Total Discharge, Maximum Pool(El. 476) 222 +
c. Elevation (ft above MSL USGS Datum)
Top of Dam 476 +
Maximum Design Pool 474 +
Spillway, Upstream Invert 470 +Inverts, Reservoir Drain unknown
* All elevations are based on pond level datum relative to
an elevation interpolated from the USGS QUAD sheet.
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d. Reservoir
Length of Maximum Pool (miles) 0.096
Length of Shoreline at Spillway
Crest (miles) 0.74
Surface Area (acres) 11.28
e. Storage (acre-feet)
Reservoir at Spillway Crest 115
Reservoir at Maximum Pool 173.6
f. Dam
Type Earth and Rock Fill
Length (feet) 355 ft
Height (feet) 40
Upstream Slope lV:5H
Downstream Slope IV:l.5-2.OH w/
20 ft bench at mid-
height
Crest Elevation (feet) 476
Crest Width (feet) 34
Cutoff Type None
Grout Curtain None
g. Spillway
Type Concrete, 4' x 6' box
culvert with rocklined
open channel running down
north abutment
Length (feet) 54
Crest Elevation (feet) 470
h. Reservoir Drain and Pipeline
A control structure, located approximately at the
center of the dam, and about 100 ft upstream , houses the controlvalves for the reservoir drain. Valve type, pipe size and
* See note on Page 3.
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j location of discharge are unknown, and/or could not accurately
be determined at the time of inspection. Access to the off-
shore gate house was not possible during inspection, therefore,
the condition or workability of the drain control could not be
ascertained.
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SECTION 2 - ENGINEERING DATA
2.1 GEOLOGY
The records of the owner contain no data on site geology.However, there is data available in the published literature(Ref.4) on the general geology of the area. Long Pond Dam. No.3 is
located in the New England Upland Section of the New England
Maritime Physiographic Province. The bedrock in this sectionconsists of metamorphic, igneous and sedimentary rocks which
have undergone a complex sequence of deposition, folding,
faulting and erosion. In the vicinity of the damsite, bedrock
is primarily composed of Fordham gneiss.
2.2 SUBSURFACE INVESTIGATION
There is no record of subsurface investigation for thedam. The shallow surface soilsin the area are of glacial origin
and for the most part consist of complex sands, silts, gravels
and boulders.
2.3 DAM AND APPURTENANT STRUCTURES
The files of the owner contain no prints, design data or
construction record of the dam. There are no drawings of theoutlet works or any subsequent changes which may have been
L made.
2.4 CONSTRUCTION RECORDS
No information has been located in relation to the con-
struction of the dam, spillwav or outlet works. Based on the
construction history of several dams built in conjunction withdevelopment of the Windmill Farms Area, the completion of the
project was probably circa 1936.
2.5 OPERATION RECORDS
According to the owner there are no records of operation
for the dam.
2.6 EVALUATION OF DATA
The data available in the records of the owner, along
with a field inspection and personal interviews are sufficient
to support a Phase I evaluation of the dam.
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SECTION 3 - VISUAL INSPECTION
3.1 FINDINGS
a. General
The visual inspection of the Long Pond Dam No. 3
was performed on June 9, 1981. The weather was overcast with
intermittent showers and temperatures ranges in the mid to high
70's F. The reservoir was at a level approximately 5.5 ft
below the crest of the dam, about 6 inches deep in the spillway.
b. Dam
The dam is generally in good condition, showing
no noticeable signs of vertical or horizontal displacements.
Slopes appear to be stable. Seepage at the south abutment
contact at a point mid-height on the slope was observed.
Quantities of seepage were relatively small and soil transport
did not appear to be occurring; however, this seepage still
requires immediate attention. There is no slope protection on
the upstream face of the dam, however, no significant erosion
was observed.
Additionally, the following adverse conditions were
1. There are a great number of very large trees
growing on the downstream slope of the dam. Near the crest of
the dam the root systems are likely to extend to the upstream
face of the dam. This could result in the formation of seepage
paths through the dam.
2. There is no emergency action plan for the
project.
c. Spillway
The reinforced box culvert spillway, located at thenorth abutment, is in fair condition. Minor spalling of the con-
crete approach walls was observed. Of major concern, is the
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broken and displaced slab at the downstream end of the spillway.
A majority of the water passing through the spillway presently
passes and exits below the downstream slab which,as a result
is severely undermined (See Photograph 8 ). The spillway
channel located alona the north abi'tment is heavily revetted,
with massive boulders (See Photograph 9 ) and appears in good
condition for the present amount of overflow. There is no
definite shape or rigid alignment to the channel and hence
it may tend to extend onto unprotected portions of the embankment
when required to handle large quantities of flow.
d. Appurtenant Structures
Condition, description and workability of the upstream
reservoir drain contro'1' are not known. Locationof the downstream
exit of the reservoir drain could not be positively identified,
but is suspected to ,a paiLially buried within a pile of rock near
the central downstre;t toe of the dam. Flowing water from this
area may indicate that the valve is partially open or leaking.
e. Downstream Channel
The spillway tailrace channel passes along the north
abutment of the dam and exits in the natural channel of the
Mianus River.
f. Abutments
The abutment-dam contact areas are generally in
good condition with the exception of a small seep located about
mid-slope at the south abutment.
g. Reservoir Area
In the general vicinity of the dam and along the
south of the lake, reservoir slopes are generally stable. No
slides, rock falls or sloughing was observed during the in-
spection. There are however, two unusual conditions in the
reservoir area which are considered significant. These are:
8
!g 1. A portion of Long Pond road, built on a low
embankment, forms an estimated 600 to 800 ft long stretch of
ureservoir shoreline at the southeast end of the lake. At itspresent level, the lake does not immediately infringe on the
embankment, however, during flood stage, this portion of the
roadway embankment will act as a dam. Based on "rough" measure-ments made during the dam inspection visit, it is estimated that
a majority of this 600 to 800 ft long stretch of Long Pond road
is 1 to 1 ft lower in elevation than the crest of Long Pond
Dam No. 3 and consequently may act as a secondary spillway under
severe flood conditions.
2. The close proximity of North Lake Dam is
located immediately upstream of the reservoir.
3.2 EVALUATION OF OBSERVATIONS
Although deficiencies were observed, there is no indication
that the dam is in imminent danger. Some of the deficiencies
observed in the previous paragraphs are minor and should be
corrected by the owners'maintenance forces. Other conditions
described above, however, represent conditions which may have
potential for further deterioration and for this reason these
conditions need to be further investigated and corrected.
The following is a summary of the problem areas encountered
requiring further investigations and corrective action. An
appropriate recommended action is included.
1) Nature of the flowing water emitting from the
rockpile at the central toe area of the dam should determined.
This may be the location of the reservoir drain outlet.
2) Condition and workability of the reservoir drain
controls should be evaluated.
3) All small trees (trunk less than 8 inches in diameter),
large dead trees and large trees located near the crest of the
dam should be removed with the resultinq holes or depressions
properly backfilled and seeded. Larger trees on the downstream
slope should be inventoried and their conditions monitored.
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4) Seepage area at the south abutment should be
blanketed with a graded gravel to mitigate surface water
erosion or potential piping. This area should also be monitored
on a frequent basis.
5) The downstream end of the spillway should be repairedincluding backfilling undercut areas.
6) A program of periodic inspection and maintenance
of the dam and appurtenances, including yearly operation and
lubrication of the moving parts of the reservoir drain should be
provided. This program should be documented for future re-
ference. The aforementioned emergency action plan should be
maintained and updated periodically during the life of the
structure.
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SECTION 4 - OPERATION AND MAINTENANCE PROCEDURES
4.1 PROCEDURES
No written operation and maintenance procedures exist
for the facility. The normal operation is to allow uncontrolled
flow through the spillway.
4.2 MAINTENANCE OF DAM
It is reported that no routine maintenance of the dam is
performed.
4.3 WARNING SYSTEM IN EFFECT
No warning system is in effect or in preparation.
4.4 EVALUATION
The overall operation and maintenance of the Long Pond
Dam No. 3 is considered inadequate as a result of the following
conditions:
1. Inaccessible or otherwise buried reservoir drain
discharge
2. Deteriorating spillway
3. Uncontrolled seepage at the south abutmentL 4. Absence of a written operation and maintenance
procedure
5. Absence of any written maintenance history
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SECTION 5 - HYDROLOGIC/HYDRAULICS
5.1 DRAINAGE AND CHARACTERISTICS
The Long Pond Dam is located in North Castle Township,
Westchester County, New York (Hydrologic Unit Code No. 01100006).
The area contributing to Long Pond is 0.52 sq. miles, and includes
tow reservoirs, North Lake and Windmill Lake. Th basin is hilly
with steep wooded slopes and narrow valleys. North Lake controls
0.26 sq. miles of the drainage area, while Windmill Lake controls
0.06 sq. miles (40.4 acres).
5.2 ANALYSIS CRITERIA
Spillway capacity adequacy was analysed by developing a
design flood, using the unit hydrograph and the Probable Maximum
Precipitation (PMP). For the analyses, the drainage area was
ivided into four sub-areas. The runoff from the drainage area con-
tributing to Windmill Lake was assumed to be totally controlled by
the available storage of the lake and was not included. However,
the watershed downstream of Windmill Lake - subarea 2 - was assumed
to contribute to Long Pond. Runoff from the North Lake sub-area was
routed through the reservoir, then channel routed flow was sub-
sequently combined with the runoff calculated for the Long Ponddrainage area (Subarea 1) to form a composite hydrograph. The
computed runoff hydrograph, Subarea 2,was then combined with the
hydrograph from the two previous subareas and routed through Long Pond.
The all seasons 200 sq. miles 24 hours PMP for the Long Pondarea, taken from Weather Bureau sources (Ref. 2) is 22 inches. The
three unit hydrographs were computed by the Snyder method using
coefficients of 2 and 0.6 for CT and Cp, respectively. The in-
flow hydrographs were developed by the U.S. Army Corps of Engineers
HEC-lDB computer program (Ref. 1). Loss rates of 1.0 inch initial
loss ad 0.1 inch/hour constant loss were estimated as representative
of the basin for the design storm.
In accordance with the recommended guidelines for Safety and
Inspection of Dams (Ref. 3), the adequacy of the spillway was
analyzed using the Probable Maximum Flood (PMF). A multiplan analysis
was performed for the full o.75, 0.50 and 0.25 PMF for tow cases.
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The Case I analysis considers discharge from the Long
Pond reservoir during flood stage to be routed solely through
the spillway located at the north abutment of the dam with the
excess being permitted to overtop the structure.
Case II analysis considers the possibility that a por-
tion of the highway embankment bounding the southeast end of the
lake has a crest elevation approximately 1 ft lower than Long
Pond dam and therefore would act as a secondary spillway in com-
bination with the service spillway during a PMP event.
5.3 SPILLWAY CAPACITY
The service spillway located near the north abutment of
Lond Pond dam is a reinforced concrete box culvert 6.0 ft wide
by 4.0 ft high, with an invert elevation estimated to be at
470 ft (MSL). The maximum computed discharge for a lake water
surface at elevation 476 (top of dam) is 222 cfs.
The hypothesized secondary spillway provided by the low
lying section of highway embankment at the southeast end of the
lake has an estimated invert elevation of 475 (MSL) and an
estimated trapezoidal section having a 250 ft base width with
side slopes of approximately 0.5 percent. Routed flow would be
over the road and routed north and south to two adjacent unnamed
drainage areas. The computed maximum discharge of the "secondary
spillway" for a lake level at 476 (MSL) is 669 cfs.
5.4 RESERVOIR CAPACITY
The normal reservoir capacity is listed as 115 acre-feet.
The computed surcharge storage of 58.6 acre-feet is equivalent to
approximately 2.4 inches of runoff over the entire basin.
5.5 FLOODS OF RECORD
There are no records available of Floods or maximum lake
elevations.
5.6 'VERTOPPING POTENTIAL
The potential of the dam being overtopped was investigated
on the basis of the spillway or spillways discharge capacities
and the available surcharge storage to meet the selected design
flood inflows for each of the two cases described previously.
13I
The analyses were performed assuming that the water surface
in the reservoir was at the service spillway crest elevation
(El 470) at the start of the flood event. The computed PMF peak
inflow was 1,647 cfs. The HEC-lDB analysis indicated that
the dam would be overtopped by all floods exceeding 41 percent
of the PMF for Case I. Table 1 is a summary of the computer
analysis.
Table 1Results of Case I Analysis
RATIO PEAK PEAK OVER-OF INFLOW OUTFLOW TOPPINGPMF (cfs) (cfs) (feet)
1.00 1,647 1,630 1.140.75 1,224 1,214 0.900.50 806 761 0.600.25 242 159 0.00
For Case II the dam would be overtopped by all floods
equal to an exceeding 58 percent of the PMF. The results of
this analysis are presented in Table 2.
Table 2
Results of Case II Analysis
RATIO PEAK PEAK OVER-OF INFLOW OUTFLOW TOPPINGPMF (cfs) (cfs) (feet)
1.00 1,647 1,628 0.220.75 1,224 1,222 0.110.50 806 847 0.000.25 242 159 0. Ij
5.6 EVALUATION
The service spillway of the Long Pond dam is incapable
of passing flows exceeding 41 percent of the PMF without the dam
being overtopped. When considering the low roadway embankment
at the southeastern corner of the reservoir (approximately
1,500 ft south of the dam)acting as a secondary spillway floods less
than or equal to 50 percent of the PMF would not overtop the
dam. Because cf the uncertainty of the data regarding the
"secondary spillway", the service spillway must be assessed
as being seriously inadequate.
14
SECTION 6 - STRUCTURAL STABILITY
6.1 EVALUATION OF STRUCTURAL STABILITY
a. Visual Observations
Visual observations did not reveal any conditions which
at present adversely affect the structural stability of the dam.
Seepage observed at the south abutment and flowing water,observed
at the central toe of the dam did not show transportation of
any soil particles and is therefore not considered an immediate
hazard. The source of the flowing water at the toe, however,
does require further investigation. Stability of the spillway
structure appears adequate provided the downstream portions of
the cracked and undercut slab are properly repaired. Location
of the downstream reservoir drain discharge needs to be
determined.
b. Design and Construction Drawings
There are no design or construction drawings in
existence to the best knowledge of the owner.
c. Stability Analysis
Based on the results of visual observations, the
stability of the dam appears adequate for a Phase I assessment.
Similarly, stability of the service spillway is also judged
as adequate.
d. Operating Records
There are no operating records for the dam.
e. Post-Construction Changes
There are reportedly no post-construction changes
to the dam.
f. Seismicity Stability.
The dam is located in Seismic Zone 1 and in accor-
dance with recommended Phase I guidelines, However, based on
the past earthquake activity in the region, the New York Geo-
logical Survey considers the site to be more characteristic
of a Zone 2 Setting. Based on this assessment, the dam is con-
sidered in the Seismic Zone 2.
* 15
| i2
SECTION 7 - ASSESSMENT/RECOMMENDATIONS
7.1 ASSESSMENT
a. Safety
Examination of available documents and visual inspec-
tion of the dam and the appurtenant structures did not reveal
conditions which constitute an immediate hazard to human life or
property. However, the dam has some deficiencies which require
further investigation and remedial action.The earth embankment is considered to be stable under
present operating conditions; however, poor condition of the
downstream spillway slab, associated undercutting, and seepage
observed at the south abutment may present a hazard condition
under severe flood stage conditions. The stability of the dam is
further endangered by the presence of a large masonry dam of
unknown stability located immediately upstream of the reservoir.
Using the Corps of Engineers' Screening Criteria for
review of spillway adequacy, it has been determined that the
dam would be overtopped for all storms exceeding approximately
41 and 58 percent of the PMF for Cases I and II Analyses, as
described in Section 5.2. The overtopping of the dam could cause
the erosion of both abutments and the downstream face of the dam
resulting in a breach, thus significantly increasing the hazard for
loss of life downstream. The service spillway is therefore
assessed as unsafe, non-emergency.
The classification of "unsafe" applied to a dam because
of a "seriously inadequate" spillway is not meant to connote the
same degree of emergency as would be associated with an "unsafe"
classification applied for a structural deficiency. It does
mean,however that based on an initial screening and preliminary
computations, here appears to be a serious deficiency in spillway
capacity so that if a severe storm were to occur, overtopping and
failure of the dam would take place, significantly increasing
the hazard to loss of life downstream from the dam.
16
b. Adequacy of Information
This report and its conclusions are based on visual
inspection, interviews, and office hydrologic/hydraulic studies.
This information and data are adequate for a Phase I inspection.
c. Need for Additional Investigations
Since the spillway is considered to be "seriouslyinadequate", additional hydrologic/hydraulic investigations are
required to more accurately determine the site specific charac-teristics of the watershed including detailed information of theroadway embankment assumed to act as a secondary spillway for
Case II analyses. After the in-depth hydrologic/hydraulic inves-tigations have been completed, remedial measures must be initiatedto provide spillway capacity sufficient to safely discharge the
outflow from the PMF event.
Additionally it is recommended that a dambreak type
study be performed to assess the effect of the upstream NorthLake reservoir on the safety of the Long Pond Dam.
d. Urgency
The additional hydrologic/hydraulic investigations whichare required must be initiated within 3 months from the date of
notification. Within 12 months of notification, remedial measures
as a result of these investigations must be initiated, with com-pletion of these measures during the following year. In the interim,an emergency action plan for the notification of downstream
residents and proper governmental authorities in the event ofovertopping should be developed, and around-the-clock surveillanceof the dam during periods of extreme runoff should be provided.
The other problem areas listed below must be corrected within
one year from notification.
7.2 RECOMMENDED MEASURES
Recommended measures are as follows:
1. Nature of the seepage at the central toe of the dam
should be investigated.
17
I4
2. Location of the reservoir drain discharge should
be determined.
3. Only after locating the reservoir drain discharge,
the workability of the drain valve should be evaluated.
If found to be inoperable or defective it should be
repaired to a good working condition or replaced.
4. The concrete on the spillway training walls and
downstream bottom slab should be repaired with
proper backfilling of the unsupported portion of
the slab being performed as part of this repair.
5. The rocklined spillway discharge channel should
be evaluated to determine if it has sufficient capac-
ity to contain calculated maximum spillway flows.
6. The seepage area at the south abutment should beblanketed with a properly filtered drainage blanket
to allow controlled transportation of seepage waters
downslope,in addition to minimizing the potential
for piping of finer grained embankment soils.
7. All small trees, dead large trees and larger trees
located near the crest should be cut down and removed.
Larger trees on the downstream slope should be inven-toried and their conditions and the area around the
stump should be monitored for the development of
seepage. Holes and depressions resulting from re-
moval of trees should be backfilled and sealed.
8. The low lying area upstream of Duck Pond immediately
adjacent to the toe of the dam should be backfilled
to prohibit backwater encroachment on the downstream
slope.
9. The upstream slope of the dam should be provided
with proper slope protection against erosion.
10. A program of periodic inspection and maintenance of
the dam and appurtenances including yearly operation
and lubrication of the repaired gates should be
provided. This program should be documented for
future reference. The emergency action plan,described in Section 7.1d, should be maintained and
updated periodically during the life of the structure.
18
DRAW INGS
APPENDIX A
tonwo" B Eli D F 0 R
'4, S
lord*0 Co.,.,ornersSpffien Corners
UARD rl'ILI. .0 a
ftuKisco OGE
33- f rd Few
flors 'A, coryls 9 ee
0 ' .1-01 Heron"Sall k ake
IL Hotvland#1, aks
X A
4,4, .0e ^m ot IANUSEast
arm middle PAIMpatenA L ek .
I
pay,;V West M'JdlE IC A L z is carriers d
4 4 P 16"'1 A% It41 - , I A
c c L
N R T H Bankup", saguel i.BOVA
North 0 efervoir
us Castle 0 0
V46 Joke
0
ConverseLake
9 Stcrnvwi.*ad
".04
RouAJ RfHill Rac ad
8; 4 0
Awst orlh
Uouer weenwch
iRidge
awk C.REAT W
SCALE
1 2 3 4 Miles
VICINITY MAP
LONG POND DAM NO. 3
14T'K~(0 N.V.U'f.'
cc
VJ/ Y
0w
Z, 7
~ S
L
~ .J/
~ 7j;
SCALE 124000
TOPOGRAPHIC MAP
LONG POND DAM NO.-
Job No. T NISSheet ___of__
Project ZDate Z19a-
Subject -. -%By
/ .. '~- -4'. (%'57 %4id~.4"4~ Ch'k. by
220
V, /0/
PHOTOGRAPHS
APPENDIX. B
II
2. VIEW FROM NORTH END OF CREST LOOKINGSOUTH DOWN CENTER LINE OF DAM.
j 3. VIEW OF UPSTREAM SLOPE FROM NEARSPILLWAY ENTRANCE.
4. VIEW OF DOWN-
STREAM SLOPE
AS SEEN FROMTOE.(NOTE:BENCHED SLOPEGEOMETRY)
"5. VIEW OF DOWNSTREAM SLOPE AS SEEN FROM
MID SLOPE.
Mot
6. RESERVOIR DRAIN GATE HOUSE
7. UPSTRE-lAM VIEW OF SPILLWAY. (NOTE: SPALLING
OF CONCRETE ON TRAINING WALLS) .
8. CRACKED AND UNDERMINED SLAB AT DOWN-STREAM END OF SPILLWAY.
I 9. ROCK LINED SPILLWAY DiTSC117APC-,r CHANNEL,DOWNSTREAM NEAR TOE OF SLOPE.
I1
10. OVERVIEW OF SEEPAGE AT CONTACT ON
SOUTH ABUTMENT.
11. CLOSEUP VIEWOF SEEPAGE AREAREFERENCED
ABOVE.
I
12. DISCHARGE AT CENTER TOE OF DOWNSTREAM SLOPE.PRESUMABLE BURIED RESERVOIR DRAIN OUTLET.
13. OVERVIEW OF LOW LYING DUCK POND BACKWATER
AREA ADJACENT TO TOE OF DOWNSTREAM SLOPE.
==oo
VISUAL JNSPLCTION ChEIClKLIST
A 'l*X D C
V], SIAI, ]INSI' IC'rF( N CHIECK TIST
X) Basic Data
a. General
.Name of Dam, p 42 o "OFed. I.D. #I / / _____11.5__DEC Dam No. /
River Basin /',/S , u-e7.
Location: Town ,4, ($5 '/ County .
.Stream Name e'Id _ e.
Tributary of .
Latitude (N) ,5 5 Lo Ingitude (W) _(73- ./
Type of Dam _ ,:'L, ._ _ _ _ _ _ _ _ _ _ _
Hazard Category __ 60 I.3
Date(s) of Inspection ?.' .- /9;/
Weather Concliti.on l s
Reservoir .vel. at C f Tp C" - ,
b. Inspection Personnel -/>'ae <o._./' - " ,
e. Persons Contacted (Including Address . ohae No.) k, *r(.l2 /!e
IZ ,2;' a,!7- vo~k~' '~,a/qI,-.27 5- .?o'./____________
d. History:
Date Constructed _______ , -,_r/.L.Dato(s) 1 ecojrt;trueted ----
Desigi _ ( /
Constructecd BY____-
0%4e. ,f p=
•. . 1 - .-1- i
1)1b a m hl r :lit
a. Characteristics
(1) Lmbankmicnt Material 7-1/1c~ J 2 /
(2) Cutoff Type 6YIS7
(3) Impervious Core 4/Ie-.
(4) Internal Drainage System .jojg .. J,.,- 7 xis,7-
(5) Miscellaneous
b. Crest
(1) Vertical Alignment C/_00 .4>I
(2) lorizontal Alignment C7 09 4)
(3) Surface Cracks _ ____/_
(4) Miscel]laneous
c. Upstream Slope
(1) Slope (Estimatc) (V:1) 6: -
(2) Undesirable Growth or Debris, AnimAl Burrows ,
(3) S S or -op) ss' *se(3) Slougin~g, Sutbs)id]ence 01' D irossion11s .. L~y. 9_ _L,/
i2
3 (QI) Slope Prot:ection -/0umh
(5) Surface Cracks or Movement at Toe ae.I
i . Downstream Slope
(1) Slope (Estimate - V:H) Efn /OL. /,',, .2,.P'/20'6,;"L Z<./,
(2) Undesirable Growth or Debris, Animal Burrows /d6; 'r
(3) Sloughing, Subsidence or Depressions '1'9Q en
(it) Surface Cracks or Movement at Toe /') ,'r
(5) Seepage ___ -,,' ,cM.__,J . ./-- P
(6) External D)rainagoe System (Ditches, Trenches; Blanket)
(7) Conditioi Around Outlet Structure .
(8) Seepage Beyond Toc //A/I. ee_0
e. Abutmncnts - Embarvic)t Contact
11 -O le -,Y47 " l7
Si~ ~ /r4 C C ~ __
(1) Erosion at Contact PA /Ie
(2) Seepage' Along Contact X5r- 1*e'fr'kJ'n14'7 rj -
) Drainage Svstcm
a. Description of Systcm' v/_J__ _
b. Condition of System_•___ __
c. Discharge from Drainage System -_ _ _ _ _
Instrumentation (ommentation/Sur'.'eys, Observltion Wells, Weirs,Piezorneters,l Etc. )______
I
I !MCLe~T H
lhvqcrvnir
a. Slopes ': AC ..' I' -.... /
' b. Sedimentation Y<911?
c. Unusual Conditions Which Affect Dan , of o ,
£C Area Downstremn of Dam
a. Downstream Hazard (No. of Homes, H.ighways, etc.) _
b. Seepage, Unusual Growth __ /j _ _-_
c. Evidence of Movement Beyond Toe of Dam /yr)Jp
d. Condition of Dow'slreani Channel ___ ____ $____
7 Spillway(s) (Tno.udin. DSseharc.e Conveya ,e Chanel).
a. Gcnelral l~-74g, v//-Y ll- -. -x
/*17 lle7, 6: 6 I+' /?~-~hI
b. Condlition of Service Spillway ~
1,.e, V e ,,
-- 7-~ ~'-i z ""6 T-,6 ; , tJ
______ .H& Z '2_4 o r-__
c. Condition of Auxiliary Spilway ? 't'-Y -, -- - '
Mari al :,., , r , *,.. ,&Y ,MeO ___,_'
d. Condition of Discharge Conveyance Chansel. evaCblfoe
Mateial : Cnrt . J bea - Ohr -
Joints:- A.1 inment
Structural Irtegr*it'.y: / _2, u:
e ydraulic Capability: 60, t
~2teans of Control: Gate , Valve Unconthrolled
Opverlations: O Etrable Other_ /____,__ EiCt. ' 1
Present Condition (Decribe) Ii_ /obsrvabe .n_,_,_.,
Mateial __ __ _________ ______________
* ons __________________ Aign ent ________ ______,
Structur ...l IntegN ... ... ,it 1 :-
a. Concrete Surfaces _ 7 "-,/4"
/]
I
Ib. Structural Cracking xe -- / 7
c. Movement - Horizontal & Vertical Alignment (Settlement)
d. Jimetions with Abutments or EmbankLments. ./zA' 4 'J ,
C-, / "
. Drains - Foundation, JoinL, Face ./' ,i*.,
f. Water Passages, Conduits, Sluices 7
g. Seepage or Leakage - -6 r
.. . .. .. ._ __ . _ _ _ _ -. _ _.__.,
-I._____
Ii. Joints -Construction, etc. ____7_____Z;_______
i. Foundation _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
j. Abutments _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
k. Control Gates __________________________________
1. Approach & Outlet Chwirncls ~~ % ~
m. Energy Dissipators (Plunge Pool, ec ___ __________
n. Intake Structures____ _________
a. Stability ______________ _____
p. Mi scellanecoils __
I.10) Appurtenant Structures (PowerhouscLockGatehouseOther)
a. Description and Condition ________ ___________
I ~ _____
________442~c2Z k~_________________ ___26~'2z2
It _______ - - -- - -~- .-. ______________
0
9
4 - ---------------.------
HYDROLOGIC DATA AND COMPUTATIONS
CIHCK LIST 'Oil DAMSHYDROLOGIC AI) HYi)RAULIC
EIGINItEl:NG 1ITA
AREA-CAPACITY rATA:
Elevation Surface Area Storare Cnpacitv,c.) (acres) (acre-ft.)
) oof Dam 41 I_1 ______
2) Design Ifigh Water l______
(Max. l)esign 3001) _ /JL i, _ ' -'3) Auxiliary Spillway ,/___]____'
Crest Z "
to) Ilool Level withFlashboards _ -
5) Service Spillway A rJ
trs
Volumpe(Cifs)
1) Average Daily iIUijo _!
2) Spillway @ Xaxiumtn Iligh Water
3) Spillway (3 Desir-n High Water /i'/'I /.
4) Spillway ( Au:iliary Spillway Crest Elevation __ ,'.--
5) Low Level Outlet /, 6 .,,
6) tlcQal (of all faciliLics) @ laxirnum Ulih Water -2_?
7) ,-axium Known Flood gt~diJ
5) At Time of Inspection jj~V jCttJ
", '- ."
.. •~~ ~ a.- " - '. 5, ,!,,LJI , 1 // ,, ,. ,l .!. ',, ld ' . ' /: "#" :/ ' 7...
CREST: ELEVATION: __7 L
Type: "4, -~d/r\ -~bI_________
Width: _ _____Lcngtfj: 3 " _
pilover _ _ ___ _ _ _ _
Location
S P I L LWAY:
SERVIC E AUXILIARY
T- oJ'j C 'r Elevation
14, 60 b0 ______ Type ___ __
Rpgo c. U • O I Lr'Th. Width
lype of Control
Uncontrolled
Contro .led:
Type.(r }ashboords; 9ate),
_____Number ___ __________
Size/Length ,
Invert Miaterial
Anticipatcd Lcrigthof operating service
Chute Length_
_leight 1Ct,'eCe Spillway Crest& Approach Channel )nvert
(Weir Flow)
I °'
|.
IIYvROtIIT.LROLOGICAL GAGES: 0, - .
Type :
Location:
Records:
Date -
flax. Read.ing -
FLOOD WATER CONTROL SYSTEM:
Warning System:
MW--thod of Controlle Releases (mcchanisms)
-7
II1*..
4
/1 DRAINAGE ARIA: __
DRAINAGE BASIN RUOFF CHARACTERISTICS:
Land Use Type: -Jo (A kL- I A IA1
Terrain - Relief: '_ _ _ _ _ _ _ _ _ _ __-_
Surface - Soil: G I-N C __t_9L
Runoff Potential (existing or planned extensive alterations to existing
(surface or subsurface conditions)
Potential Sedimentation problem areas (natural or man-r,adc; present or 'future)
Potential Backwater problem areas for levels at ma.ximum storage capacityincluding surcharge storage:
Dikes - Flcod:.al!s (overflow & non-overflow ) - Low reaches along theRescvoir perimeter:
Location:
Clevation:_
Reservoir:
Length Maxiinum Pool 6" . /4!,v,,. iIcs)
Length of Shoreline (G Spillway Crest) C4 " _- (:Ies)
4' l
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REFERENCES
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APPENDiX E
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RFERENCES
1. 'Flood Hydrograph Package (EC-1) Users Manual forDam Safety Investigations", U. S. Army Corps of Engineers,Hydrologic Engineering Center, September 1979.
2. "Seasonal Variation of the Probable Maximum Precipitation,East of the 105th Meridian for Areas from 10 to 1,000Square Miles, and Durations of 6, 12, 24 and 48 Hours",Hydrometeorological Report No. 33. Weather Bureau, U.S.Department of Commerce, April 1956.
3. "Recommended Guidelines for Safety Inspection of Dams",Department of the Army, Office of the Chief of Engineers,Appendix D.
4. The University of the State of New York, The StateEducation Department State Museum and Science ServiceGeological Survey - MAP and Chart Serves No. 5, GeologicMAP of New York 1961, Lower Hudson Sheet.
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DAT il
FILM-6
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