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MICROCOPY RESOLUTION TEST CHARTNATIONAL BUREAU OF SIANDANDS 1963 A

I0

I ~LOWER HUDSON RIVER BASIN LE LCl LAKE CARMEL DAM

I ymm~PUTNAM COUNTY, NEW YORK

INVENTORY NO. N.Y. 100

PHASE I INSPECTION REPORTI NATIONAL DAM SAFETY PROGRAM

THIS DOCtU r"T Ts ~ - TC:D K

I DTICI APRO VED FOR PUBLIC RELtEj§tE NOVLETE

DISTRIBUTION UNLIMITED NO D691jS DJ

NEW YORK DISTRICT CORPS OF ENGINEERSD

SEPTEMBER 1981

8~1 1301

DISCLAIMER NOTICE

THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.

LOWER HUDSON RIVER BASIN

I LAKE CARMEL DAMPUTNAM COUNTY, NEW YORK

1INVENTORY NO. N.Y. 100

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

NEW YORK DISTRICT CORPS OF ENGINEERS

SEPTEMBER 1981

SCURIrY CLASSIFICATION OF THIS PAGE (Wh Dt. KnI...dj

REPORT DOCUMENTATION PAGE READ INSTRUMtOSBEFORE C0.%1PLZ7--C.G FOR M

1. REPORT NUMBIR 2.OVT ACC-SSION NO.13. Rf.taE1.,..'S ALO: ..

4. TITLE (and Squbliti) S. TYPE OP REPORT & pEAiOO COVERM!

Phase I Inspection "Report Phase I Inspectioa ReportLake Carmel Dam . ational Dam Safety ProraaLower Hudson" River Basin, Putnam County, NY 6. PERow.Goot.RLoar--ob(RInventoryo. 100

7. AUTHON(.) " .-oMrAC 0.4 G^AAT hUM@Lr(D.

EUGENE/0'Brien . AW -1--WIA /,"1-81-C

________________________"U." "

9. PERFORMING ORGANIZATION NAME AND) ADORESS So-0. PROG*A4 MLE.'4.;oj5CT. TASK.AREAAtiokoU1m-mU4AS

Tippetta-Abbett-McCarthy-Stratton"

The TAMS .Building655 Third A'-np- mew Yorl:- New York 1n017It. COROJ.I.IN* OFFICE NAME ANG AO4ORSS 12. R po.mr oAT.

Department of the ArmyA//m 13 Aug...4-. .26 Federal Plaza New York Disiirict, CofE t ^t.. Io " - /

New York, New York 10287 (7J.)14. MONITORING AGENCY NAME At ADOESS(II djfflgtfig from Con~io~lIj f'D1!co> *sw sxcwURIn CUL Wo P*JFYDepart=ent of the Army26 Fedetal Plaza New York District, CofE b-NCLASSIFIEDNev York, X.Y 10287 &So. oWCLASS) tCATIOW.33,v.G;AD^.5G

7W SCHEDULE

IS. DISTRI3UTION STATE..-NT (otf hl. R.port)

Approved for public releAse; Distribution unlimited.

1*.Md in Black 20, It d,-f -n!-o. Rm.

National Dam Safety Program. Lake Carmel

Dam (Inventory pV4 100), Lower HudsonRiver Basin, Putnam County, New York.

13. SUPPLZMENTARfibmOT-_. Phase I Inspection Reporta

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IS. KEY, WORDS (C.Einu~d on t~rm.. side If nocosaran d Iientf4? abblock 7es 1 ~Dam Safety .. .National Dam Safety Program . Lake Carmel Dam7isual Inspection- Putnam CountyHydrology, Structural Stability Lower Hudson River Basil,

'this report provides in -3m.ation and anaiysi - n tl-- ph7sic-a- ccnaicion of theda as-of the report date, Infomractn ad.. analysis arm bas-_d o vi-sualinspectbn of the dar' by the performing organizarbjn.

The examination of documents and the visual inspection -

findings of the dam and its appurtenant structures did not re- -veal conditions which constitute an immediate hazard to human

DDuoI' Uo -'r 04C. (wpm" W". x-b41-4$@OO.

-) CUHITY CLASSIFICATIIN OF THIS PAGE(%.r. Date Enterd)

Slife and property. However, the dam has some deficiencies whichrequire further investigations and remedial action.

Using the Corps of Engineers' screening criteria forinitial review of the adequacy of the service spillway, it hasbeen determined that the structure is inadequate for all floodsin excess4f 17.5 percent of the Probable Maximum Flood (PMF).Overtopping of the dam could cause breaching the embankmentsection ot. the dam: this would significantly increase the haz-ard of loss of life and property. The spillway section istherefore judged to be "seriously inadequate" and the dam isassessed as unsafe, non-emergency.

The classification of "unsafe" applied to a dam becauseof a "seriously inadequate" spillway is not meant to connotethe same degree of emergency as would be associated with an"unsafe" classification applied for a structural deficiency.It does mean, however, that kased on an initial screening andpreliminary computations, there appears to be an inadequacy inthe service. spillway capacity, such that if a severe storm wereto occur, overtopping would significantly increase the hazardto life downstream of the dam\

Ac°ession ForNTIS GRA&I

DTIC TAB

Unannounced C SEL C0By _ ELECTE

Distribution/ NV 161981Availability Codes

Avail and/or DDist jSpeoial

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SECURITY CLASIPICATION OF INIS PAGr.IoP'7n bes Enl.,Eo

A7

PREFACE

This report is prepared under guidance contained in theRecommended 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 impQrtant 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.


LAKE CARMEL DAMI.D. NO. N.Y. 100

D.E.C. NO. 231-867LOWER HUDSON RIVER BASIN

PUTNAM COUNTY, N.Y.

CONTENTSPageNo.

ASSESSMENT

OVERVIEW PHOTOGRAPH

1 PROJECT INFORMATION 1

1.1 GENERAL 1

a. Authority 1b. Purpose of Inspection 1

1.2 DESCRIPTION OF PROJECT 1

a. Description of the Dam and AppurtenantStructures 1

b. Location 2c. Size Classification 2d. Hazard Classification 2e. Ownership 2f. Purpose 2g. Design and Construction History 2h. Normal Operation Procedure 2

1.3 PERTINENT DATA 3

a. Drainage Area, 3b. Discharge at Dam Site 3c. Elevations 3d. Reservoir 3e. Storage 3f. Dam 3g. Spillway 3h. Reservoir Drain 4

2 ENGINEERING DATA 5

2.1 GEOLOGY 5

2.2 SUBSURFACE INVESTIGATIONS 5

PageNo.

2.3 DESIGN RECORDS 5

2.4 CONSTRUCTION RECORDS 5

2.5 OPERATION RECORD 5

2.6 EVALUATION OF DATA 5

3 VISUAL INSPECTION 6

3.1 FINDINGS 6

a. General 6b. Embankment Structures 6c. Spillway 6d. Downstream Spillway Channel 7e. Reservoir Drain Channel 7f. Abutments 7g. Reservoir Area 7

3.2 EVALUATION OF OBSERVATIONS 7

4 OPERATION AND MAINTENANCE PROCEDURES 9

4.1 PROCEDURES 9

4.2 MAINTENANCE OF DAM 9

4.3 WARNING SYSTEM IN EFFECT 9

4.4 EVALUATION 9

5 HYDROLOGIC/HYDRAULIC 10

5.1 DRAINAGE BASIN CHARACTERISTICS 10

5.2 ANALYSIS CRITERIA 10

5.3 SPILLWAY CAPACITY 10

5.4 RESERVOIR CAPACITY 11

5.5 FLOODS OF RECORD 11

5.6 OVERTOPPING POTENTIAL 11

5.7 EVALUATION 12

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PageNo.

6 STRUCTURAL STABILITY 13

6.1 EVALUATION OF STRUCTURAL STABILITY 13

a. Visual Observations 13b. Design and Construction Drawings 13c. Operating Records 13d. Post Construction Changes 13e. Stability Analysis 13f. Seismicity Stability 13

7 ASSESSMENT/RECOMMENDATIONS 14

7.1 ASSESSMENT 14

a. Safety 14b. Adequacy of Information 14c. Need for Additional Investigations 14d. Urgency 15

7.2 RECOMMENDED MEASURES 15

APPENDICIES

A. DRAWINGS

B. PHOTOGRAPHS

C. VISUAL INSPECTION CHECKLIST

D. HYDROLOGIC DATA AND COMPUTATIONS

E. REFERENCES

F. OTHER DATA

L

I-iii- 1

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

NAME OF DAM: LAKE CARMEL DAM (N.Y. 00100)

STATE LOCATED: NEW YORK

COUNTY LOCATED: PUTNAM

STREAM: MIDDLE BRANCH OF CROTON RIVER

BASIN: LOWER HUDSON RIVER

DATE OF INSPECTION: 26 MAY 1981

ASSESSMENT

The examination of documents and the visual inspectionfindings of the dam and its appurtenant structures did not re-veal conditions which constitute an immediate hazard to humanlife and property. However, the dam has some deficiencies whichrequire further investigations and remedial action.

Using the Corps of Engineers' screening criteria forinitial review of the adequacy of the service spillway, it hasbeen determined that the structure is inadequate for all floodsin excess of 17.5 percent of the Probable Maximum Flood (PMF).Overtopping of the dam could cause breaching the embankmentsection of the dam: this would significantly increase the haz-ard of loss of life and property. The spillway section istherefore judged to be "seriously inadequate" and the dam isassessed as unsafe, non-emergency.

The classification of "unsafe" applied to a dam becauseof a "seriously inadequate" spillway is not meant to connotethe 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 andpreliminary computations, there appears to be an inadequacy inthe service spillway capacity, such that if a severe storm wereto occur, overtopping would significantly increase the hazardto life downstream of the dam.

It is therefore recommended that within 3 months fromthe date of notification to the owner, detailed hydrological/hydraulic investigations of the structure should be undertakento more accurately determine the site specific characteristicsof the watershed. Analyses should include investigations to

obtain more information regarding the upstream and downstreamcontrol facilities and their affect upon the overtopping poten-tial of the dam. In the interim, a detailed emergency operationplan and warning system should be promptly developed. Also,around-the-clock surveillance should be provided during periodsof unusually heavy precipitation and snow melt. At the same timea dam break analysis should be conducted to ascertain flood plainboundaries downstream of the dam and its impact on nearby homesthat may be contained within.

The dam has a number of additional deficiences which, ifleft uncorrected, have the potential for the development o' haz-ardous conditions and must be corrected within 12 months.

1) The active erosional gullies on both the upstream anddownstream embankment slopes including the longitud-inally traversing drainage near the north abutment onthe downstream face should not be permitted to furthererode. Existing damage should be repaired.

2) Small trees, shrubs and bushes on both upstream anddownstream slopes should be removed with resultingholes and depression properly backfilled and seeded.

3) The gate valve controlling the reservoir drain shouldbe repaired to a good working condition or replaced.

4) Concrete on the spillway training wall should be re-paired. Debris and vegetation from the downstreamchannel should be removed.

5) Foundation for gatehouse should be repaired.

6. Sandbar upstream of spillway channel entrance shouldbe removed.

7. Provide a program of periodic inspection and mainte-nance of the dam and appurtenances, including yearlyoperation and lubrication of moving parts in thereservoir drain system. This program should bedocumented for future reference. An emergency actionplan, described in section 7.1d should be developedand updated periodically during the life of thestructure.

Eugene O rien, P.E.

New Y No. 2

Approved by:-61 M. Smit r

New York District ngineer

Date: " AUG1

r.~.

:2

0

i


LAKE CARMEL DAMI.D. NO. N.Y. 100

D.E.C. NO. 231-867LOWER HUDSON RIVER BASIN

PUTNAM COUNTY, N.Y.

SECTION 1 - PROJECT INFORMATION

1.1 GENERAL

a. Authority

The Phase I inspection reported herein was authorizedby the Department of the Army, New York District, Corps ofEnginers Contract No. DACW 51-81-C-0008 in a letter dated 14December 1980 in fulfillment of the requirements of the NationalDam Inspection Act, Public Law 92-367 dated 8 August 1972.

b. Purpose of Inspection

This inspection was conducted to evaluate the existingcondition of the dam, to identify deficiencies and hazardousconditions, to determine if these deficiencies constitute hazardsto life and property, and to recommend remedial measures whererequired.

1.2 DESCRIPTION OF PROJECT

a. Description of the Dam and Appurtenant Structures

Lake Carmel Dam consists of a 475 ft long earth embank-ment having a maximum crest height of 25 feet and a 30 foot crestwidth. The compacted earthfill embankment according to the exist-ing design records shows a full length (see photograph 1) rein-forced concrete core wall located at the upstream crest and ex-tending 2.5 feet into a hard clay foundation stratum. The up-stream face is protected by riprap extending from the embankmentcrest partway down the slope to El 615+. The upstream slopeabove El 618+ ranges between IV:I.5H and IV:2.OH; it flattens toIV:2.5H below El 618+. Downstream slopes are uniform and rangebetween IV:l.5H and IV:2.0H. The crest serves to support anasphalt paved town road.

The service spillway (see photograph 2 ) located atthe south abutment, is a reinforced concrete rectangular openchannel section 70 feet in width. Crest elevation of the apronis 5 feet below the crest of the dam. A reinforced concretecurvilinear chute feeds a reinforced concrete apron directingwater to the discharge channel (Middle Branch of the Croton) at

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the toe of the dam.

The dam is equipped with a reservoir drain systemin the form of a 4x4 ft reinforced concrete pipe section passingthrough the base of the structure. Flow in this drain is con-trolled by means of a sliding gate valve operated from a gatehouse located near the upstream embankment crest.

b. Location

The dam is located approximately 2 miles north east ofCarmel, in the City of Lake Carmel, Putnam County, New York.

c. Size Classification

The dam is 25 feet high and has a reservoir at thisheight with a storage capacity of 1620 acre-feet and, therefore,is classified as an Intermediate Dam.

d. Hazard Classification

The dam is in the "high" hazard potential category dueto the location of occupied residences located downstream andwithin the flood plain.

e. Ownership

Present ownership of the dam is unclear. Its originalownership reported in the Application for Construction is theTown of Kent Park District. Past records regarding maintenanceof the dam indicate continued involvement on behalf of the Townof Kent Park District thru 1958.

f. Purpose

The dam was constructed to form Lake Carmel for recrea-tional use. No other use of the Lake is permitted.

g. Design and Construction History

The dam was designed by Messrs. W. J. Kaufman, W.Wickstrom, and P. H. Brown, address unknown, in February 1930as indicated on the original design drawings presented inAppendix A. The exact construction date of the structure isunknown. Construction of the structure appears to generallyconform with the original design with the exception of a concreteparapet wall which apparently was never built.

h. Normal Operation Procedure

Discharge is uncontrolled through the service spillway.There appears to be no normal operating procedure established

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for the reservoir drain.

1.3 PERTINENT DATA

a. Drainage Area, square miles 13.0

b. Discharge at Dam Site, cfsUncontrolled Service Spillway at Max. Pool 2830 cfsReservoir Drain at Max. Pool (El. 623.37) Unknown

Tbtal Discharge at Max. Pool (El. 623.37) 2830+cfs

c. Elevations, USGS Datum MSLCrest of Dam 623.37,Maximum Design Pool 622.37,Spillway Crest 618.37,Invert Reservoir Drain 599.24

d. ReservoirLength of Maximum Pool, feet 8400Surface Area @ Maximum Pool, Acres 240

e. Storage, Acre-feetReservoir at Spillway Crest 1620Reservoir at Maximum Pool 2790

f. DamType Earthfill with Reinforced

Concrete core wall cut offHeight, feet 25Length, feet 475Upstream Slope lV:l.5H to lV:2.OH above E1.618+

lV:2.5H below El. 618+Downstream Slope IV:l.5H to 1V:2.OHCrest Elevation, feet 623.37*Crest Width, feet 30Cut off type Reinforced concrete wallGrout Curtain None

g. SpillwayType Reinforced Concrete Rectangular

OpenChannel with CurvilinearChute and Apron Structure.

Length, feet 50 *

Crest Elevation, feet 618.37Width, feet 70Flow Regulation Uncontrolled

* Based on original design drawings

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h. Reservoir DrainType Concrete Box CulvertDimensions 4.0' x 4.0' I.D.Flow Regulations Sliding Gate Valve

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SECTION 2 - ENGINEERING DATA

2.1 GEOLOGY

The Lake Carmel Dam is located in the Hudson HighlandsSection of the New England Maritime Physiographic Province.The bedrock in the area consists of methomorphic, igneous andsedimentary rocks which have undergone a complex sequence ofposition, folding, faulting and erosion. In the vicinity of thedamsite, bedrock consists of biotite-quartz-plagioclase paragneiss.

2.2 SUBSURFACE INVESTIGATIONS

There is no record of subsurface investigation for the dam.Shallow surficial soils along the dam alignment are presumed tobe alluvial deposits associated with the Middle Branch of theCroton River whereas underlying soils projected as hard clays orhardpan would be of glacial origin.

2.3 DAM AND APPURTENANT STRUCTURES

The original design drawings for the Lake Carmel Dam arepresented in Appendix A.

2.4 CONSTRUCTION RECORDS

No information regarding the construction of the dam andits appurtenant structures is available. The dam was reportedlybuilt circa 1930.

2.5 OPERATION RECORDS

The dam is for the sole purpose of containing Lake Carmel.Limited records of operation or maintenance (primarily a seriesof 1958 correspondence) exist. Reportedly both the Town of Kentand Putnam County Highway Departments have provided some mainte-nance to the dam, primarily associated with the road located atthe crest. Discussions with representatives of both the Town ofKent and Putnam County did not provide sufficient information toestablish present ownership or maintenance responsibility for thedam.

No systematic monitoring of the dam's performance is ineffect at this time.

2.6 EVALUATION OF DATA

The information obtained from the available documents anda visual inspection are sufficient to support a Phase I evalua-tion of the dam.

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V]

SECTION 3 VISUAL INSPECTION

3.1 FINDINGS

a. General

The visual inspection of Lake Carmel Dam was made onMay 26, 1981.0 The skies were clear with temperatures rangingfrom 75 to 85 F. The reservoir level was estimated to be atEl. 618.5 based on a water depth of about 2 inches at the spillwaycrest.

b. Embankment Structures

The embankment structure is generally in good condi-tion showing no signs of horizontal or vertical movement, gen-eral instability or seepage. Of major concern, however, areseveral well developed erosional gulleys both on the downstreamand upstream embankment faces. These gulleys appear to bedeveloped along pedestrian access routes down the slope (seephotographs 3 & 4).

Additionally the following adverse conditions werenoted:

1) Moderately heavy vegetation, including deciduoustrees, shrubs and bushes, is present on both the upstream anddownstream slopes (see photographs 1 & 5).

2) The gate valve controlling the reservoir drainis not in good working condition and leaks in its closed pos-ition.

3) A minor drainage channel longitudinally traversingthe downstream slope near the North Abutment exists (see photo-graph 6).

4) Rip rap is disturbed or absent in isolated areasalong the upstream slope (see photographs 7 & 8).

5) The Gatehouse masonry foundation is severely crackedwith stones missing (see photographs 8 & 9).

6) There is no emergency action plan for the project.

c. Spillway

Training walls both upstream and downstream are crackedwith some spalling. A major crack on the southern downstreamwall (see photograph 10) was reportedly repaired but needs furtherattention. At present the wall appears stable, showing no signs

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of recent movement either rotational or translational. Apronslabs are cracked most notably at the junction with the northtraining wall where water is flowing beneath the slab causingerosion at the slab toe (see photograph 11).

d. Downstream Spillway Channel

The spillway apron discharges into a short naturalchannel emptying into the Middle Branch of the Croton River.The channel contains moderately heavy vegetation near the center.In addition, there is some debris in the spillway channel.

e. Reservoir Drain Channel

Discharges from reservoir drain are directly into thecourse of the Middle Branch of the Croton River. Fill extendinginto the river has resulted in constricting its flow forming apool in the general vicinity of the outlet.

f. Abutments

The dam abutment areas are in good condition. Theredoes not appear to be either instability or seepage problems inthese areas.

g. Reservoir Area

No slides or general instability were observed alongthe reservoir shoreline in the general vicinity of the dam. Nosignificant sedimentation was observed along the dam; however,a sandbar was building near the entrance of the service spillway.

3.2 EVALUATION OF OBSERVATIONS

Although deficiencies were observed, there is no indica-tion that the dam is in imminent danger. Some of the deficien-cies noted previously are minor and should be corrected in con-junction with routine maintenance. Other conditions described,however, represent conditions which may present potential forfurther deterioration and consequently need further investiga-tion and correction.

The fonlwing is a summary of the problem areas encounteredand recommended corrective measures requiring immediate attention:

1) The reservoir drain gate valve should be repaired togood working condition or suitably replaced.

2) Major cracks in the service spillway should be filledand monitored. Training walls should be properlybackfilled.

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!3) Repair erosional gulleys by filling with properly

compacted earthfill following by seeding.

4) Control of surface water drainage longitudinallytraversing the downstream slope from the north abut-ment by construction of a positive drainage system.

5) Vegetative growth in the spillway discharge channelas well as all debris should be removed.

6) Fill constricting flow from the pool at the reservoirdrain discharge should be removed.

7) Foundation walls for the gate house should be recon-structed.

8) Removal of small trees (less than 8" diameter), brushand shrubs from embankment slopes and proper backfillingof resulting depressions or holes with subsequent seed-ing should be performed. Removal of larger trees maybe difficult because of the more extensive root net-works and therefore is not recommended, however, thesetrees should be inventoried and monitored for seepagenear the root ball.

9) A program of periodic inspection and maintenance ofthe dam and appurtenances including yearly operationand maintenance of the reservoir drain and its controlfacilities should be developed and implemented.Inspections should be documented for future reference.Also, an emergency action plan should be developed.

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ISECTION 4 - OPERATION AND MAINTENANCE PROCEDURES

4.1 PROCEDURES

No written operation and maintenance procedures exist forthe project. The normal operation is to allow flow through theservice 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 ov'ril condition of the dam and appurtenant struc-tures appea :s to be good. Recommendations in connection withregular maintenance are discussed in Section 7.

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SECTION 5 - UYDROLOGIC/HYDRAULIC

5.1 DRAINAGE BASIN CHARACTERISTICS

The Lake Carmel Dam is located on the upstream reaches ofthe Middle Branch of the Croton River in the City of Lake Carmel,southeast of Kent Township, Putnam County, New York (HydrologicUnit Code 02030101). The drainage basin extends north intoDutchess County with an area of 13 sq. miles. The upper drainagebasin is rural with a combination of steep hills and low lyingmarsh lands. The major tributary drainage in this area is StumpPond Stream passing through a series of small ponds among whichStump Pond is the largest. The lake occupies approximately 3percent of the total drainage area. In the vicinity of LakeCarmel, about 1.4 sq. miles of area is thickly populated.

5.2 ANALYSIS CRITERIA

The analysis of the service spillway capacity was performedby developing a design flood using the unit hydrograph methodand the Probable Maximum Precipitation (PMP). The all season PMPfor 200 square miles in 24 hours for the Lake Carmel area is 22inches as reported in the Weather Bureau's HydrometrologicalReport No. 33 and distributed over 48 hours. Inflow hydrographfrom the entire basin is computed by using the U. S. Army Corpsof Engineers HEC-lDB computer program. For unit hydrographcomputations, the Snyder coefficients C and C are assigned as2 and 0.625 respectively. An initial lss of T.0 inch and con-stant loss of 0.1 inch/hour were estimated as representative ofthe basin for the design storm.

In accordance with the recommended guidelines for SafetyInspection of Dams, the adequacy of the spillway is analysedusing the PMF. A multi-plan analysis was performed for the full,0.75, 0.50 and 0.25 PMF.

In order to evaluate the tailwater elevation at the dam,the outflow from the reservoir was routed to a cross-sectiondownstream of the dam. This cross-section was obtained fromfield observation and the USGS topographic map, Lake Carmelquadrangle.

5.3 SPILLWAY CAPACITY

The ungated concrete spillway, crest elevation at 618.37 ft(MSL), is 70 ft in width with the sidewalls being used to supporta bridge deck completing the roadway atop the dam. A 1.5 ft widepier used as a center support for the bridge deck is located atthe center of the spillway. Therefore, the effective width ofthe spillway is 68.5 ft. The opening between the crest and the

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bridge, partialy restricted by the bridge deck support, is 3.5 ft.As the water surface elevation rises from the spillway crest tothe bottom of bridge substructure, the spillway was assumed to actas a broad crested weir. When the water surface elevation exceededthe level of bridge bottom, flow through the opening was computedby using an orifice flow formula. The computed maximum dischargewith the water surface elevation 623.37 ft (top of dam/bridge) is2,830 cfs.

5.4 RESERVOIR CAPACITY

The normal reservoir capacity is listed as 1620 acre feet.This capacity is assumed to be equal to the storage when watersurface elevation is at the spillway crest. The surcharge stor-

age of 1170 acre feet computed for a water surface elevation at623.37 ft (top of dam/bridge) is equivalent to approximately 1.69inches of runoff over the entire basin.

5.5 FLOODS OF RECORD

No record of flood or maximum lake elevation is available;

however, the dam has reportedly never been overtopped.

5.6 OVERTOPPING POTENTIAL

The potential of the dam being overtopped was investigatedbased on the spillway discharge capacity and the available sur-charge storage to meet the selected design flood inflows. Thecomputed PMF, routed through the lake resulted in a maximum lakelevel at elevation 627.43 feet, 4.06 feet above the dam crest.and a maximum peak outflow of 16,198 cfs. Lake elevation wasassumed to be at 618.37 (spillway crest elevation) at the begin-ning of the flood event. Table 1 is the summary of the multi-ratio analysis.

TABLE - 1

Ratio of Inflow Peak Outflow Peak OvertoppingPMF(%) (cfs) (cfs) (Ft.)

100 16,718 16,198 4.0675 12,538 12.086 3.1450 8,359 7,802 2.0225 4,179 3,170 0.29

The analysis indicates that the spillway is capable of passingonly 17.5 percent of the PMF before overtopping occurs.

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5.7 EVALUATION

The Lake Carmel Dam spillway is capable of discharging only17.5 percent of the PMF without the dam being overtopped. Over-topping could result in the failure of the dam thus significantlyincreasing the hazard to the loss of life downsteam. Thereforethe spillway is assessed as "seriously inadequate."

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SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations

Visual inspection of the dam did not indicate insta-bility of the embankment from either seepage or a general slopetype failure. Although not posing an immediate threat to thestructural integrity of the embankment at its present operatinglevel, several adverse conditions were observed that if allowedto further deteriorate and/or if subjected to flood stage loadingmay seriously jeopardize stability of the dam. As detailed inSection 3, erosion of both the upstream and downstream embank-ment slopes, if allowed to continue, could develop into an even-tual breaching of the dam. Similarly, continued undermining ofthe spillway apron will undercut the slope and may progressivelydevelop into a general slope failure.

b. Design and Construction Drawings

A review of original design drawings does not revealany structural stability problems or sources for potentialproblems.

c. Operating Records

There are no operating records for the dam.

d. Post Construction Changes

There are no reported post-construction changes tothe dam. Some repair work to fill a cracked training wall inthe spillway was reportedly performed in 1958.

e. Stability Analysis

Stability analysis of the open channel spillway sec-tion were not performed to evaluate either sliding or over-turning. With consideration for the minimal loads applied tothe uncontrolled spillway structure when compared to its rela-tive size and mass it can be intuitively concluded that thestability criteria set forth by the COE will be met under theseverest of loading conditions.

f. Seismicity Stability

The dam is located in Seismic Zone 1 and in accordancewith recommended Phase I guidelines does not warrant seismicanalyses.

-13-

IoA

ISECTION 7 - ASSESSMENT/RECOMMENDATIONS

7.1 ASSESSMENT

a. Safety

Examination of the available documents and a visualinspection of the dam and the appurtenant structures did notreveal conditions which constitute an immediate hazard to humanlife or property. However, the dam has some deficiencies whichrequire further investigation and remedial action.

Using the Corps of Engineers' screening criteria forreview of spillway adequacy, it has been determined that the damwould be overtopped for all storms exceeding approximately 17.5percent of the Probable Maximum Flood (PMF). The overtopping ofthe dam could result in a failure of the embankment and abutmentsthus increasing the hazard to loss of life downstream. The spill-way is, therefore, adjudged as "seriously inadequate" and the damis 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 preliminarycomputations, there appears to be a serious deficiency in spill-way capacity so that if a severe storm were to occur, overtop-ping and failure of the dam would take place, significantly in-creasing the hazard to loss of life downsteam from the dam.

The structural stability based on a review of availableinformation and visual inspection indicates that the embankmentand spillway structures are adequate in this regard.

b. Adequacy of Information

The information and data available were adequate forperformance of this investigation. However, prior to the initia-tion of the following recommended additional investigations andcorrective measures, the establishment of present ownership andmaintenance responsibility is of paramount importance.

c. Need for Additional Investigations

A detailed hydrological/hydraulic investigation of thestructure should be undertaken to more accurately determine thesite specific characteristics of the watershed. Analyses shouldinclude investigations to obtain more information regarding the

-14-

II

upstream and downstream control facilities and their effect

upon the overtopping potential and stability of the dam.

d. Urgency

The additional hydrologic/ hydraulic investigationswhich are required must be initiated within 3 months from thedate of notification. Within 12 months of notification,remedial measures as a result of these investigations must beinitiated, with completion of these measures during the follow-ing year. In the interim, an emergency action plan for thenotification of downstream residents and proper around-the-clock surveillance of the dam during periods of extreme runoffshould be developed. The other problem areas listed belowmust be corrected within one year from notification.

7.2 RECOMMENDED MEASURES

1. The results of the aforementioned investigation willdetermine the appropriate remedial measures requiredregarding spillway modifications.

2. Repair erosional gullies on embankment slopes.

3. Repair the concrete apron at the toe of the embankmentand clean out downstream channel.

4. Excavate constricting fill downstream of the reservoirdrain outlet structure.

5. Repair or replace reservoir drain outlet gate valveto a good working condition.

6. Repair gate house foundation.

7. Remove developing sandbar at enLzance to spillway.

8. Provide a program of periodic inspection and maintenanceof the dam and appurtenance including yearly operationand lubrication of the reservoir drain and its controlfacilities. Document this information for futurereference. Establish an emergency action plan andmaintain and update it periodically during the life ofthe structure.

-15-

DRWIG

APEDII

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IIIIIIII.I PHOTOGRAPHS

II1I1*

APPENDIX B

2. VIEW 01' SPILLWAY CHUTE AN D A PRON.

4. ET'OSI O" CLLLY CLUP K,.SLP(NOTE: Crack in Nc- t-h rTp-- 1 lingnj 1a I I)

5. vI ].:1.! 01'1 \1-EG1'I'A'f IK JPjsI:2i' N 1 VC: 'I.

C I i EL

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IIII,I

I.I.I

IIULISPCINCHCLSI.II

APEDIII

IVISUAI. 1NgI' C:'rON C:i.I~tr

21 Ipasie Data

a*. General

Uamwe of IDanim~

Fed. I.D. 41 y 02 0O/c' P) DEC Dam No. Z~1- .

River Basin Z'et-,p 4 ;ts2-

Location: Tow _/-_ _ _ County_ _ __

Stream Name. 4 -~o.

T ribut ar:y of 'a' ~-i~&

Latitude (N) f_ __ Longitude (W) c73 -_5

Type of Dam r111,_/_,'//

Hazard Cat.egory ( 1)I

Date(s) of Inspection ~ 2 J.'Weather Conditions C-.A- r C R0,

Reservoir Level at Time of inspection 4.4/,5C

b. Inspection Personnel - ,//a+ ' , /M /, dC4,4/ -

c. Persons Contacted (Including Address & Phone No.) -

Off

•d. 11istcry:

Date Constructed £'/93_/ DatL!(s) keconstructed _ _--

Constructed By

Onecr ,(kpmr PiqP,,-g-Shoot I.

21 Embanknen t

a. Characteristics

I (1) Embankment Naterial Cr2,'Ac .

(2) Cutoff Type && E 'ZPIR ~

(3) Impervious Core__ _.-,,, - _,.____

(4) Internal Drainage System egli '-

S -() Miscellaneous , -. -_..

Crest

(1) Vertical Alignment ,nOpD

(2) Horizontal Alignment 94010

*(3) Surface Cracks 1 p /% -5

(it) Miscellaneous -ve..e--

I e. Upstream Slope

(1) Slope (Estimate) (V: f,1 /'2Sy. II/Lr, ( fA18

I (2) Und'esirable Growth or Debris, Animal Burrows , --

4 s / -~ Zo g

(3) Sloughing, Subsidence or Depressions 4w eZ, .. 1s,, i;-

Iad IT

Sheet 2

4I Sl ope P,'otectin !,-P r-,

-,, , t, ',< h~ ._ s', €,, -K/ . A x<,,- ,,r • ,'A- . ,

(5) Surface Cracks or Movement at Toe LQ.e- 6Je=- /J

d. Dovmstream Slope

(1) Slope (Estimate - V:]I)/_______________,_

I (2) Undesirable Crowth or Debris, Animal Burrows '?ia,/ W. .vv il7w

dlelw et% /0 -2 V /z 1, over _30-v hr~ 6,,I~z Amp____

(3) Sloughing, Subsidence or Depressions Soyg . /

-(It) Surface Cracks or Mov'cment at Toe

(5) Seepage .I

(6) External Drainage System (Ditches, Trenches; Blank2t) ,

()Condition Around Outlet Structure e<:,____________

(8) Seepage Beyond Toe e'Oge..-;f 51

I.'"

e. Abutments - Embankment Contact

Sheet 3

(1) Erosion at Contact ,.(

(2) Seepage Along Contact /tO/.' ///'/II ,

II) Drainage System

a. Description of System __/ ,IC p 7

I.~

5 b. Condition of System __

Ie. Discharge from Drainage System J/e

I) Instrumentation (Momunentation/Surveys, Observation Wells, Weirs,Piezometers, Etc.) _ _ _ ___ _

I.

i. _ _ _ _ _ _ __._ _ _ _ __._ _ _ _ _ _ _ _

I.

I.I.ISheet 4L J

a. Slopes n4 el _______ -A 57 1J

j b. SedimentatIon e~ A%' de" < 4 5;/~~,.

e . Unusual Conditions Wh ich Affect Dzum "JA a

5) Area Doum-strean of Dam

a. Doiistream Hazard (No. of Homes, 1I5.ghwzys, etc.)

- .Seepage, U1nusual Growth ,,

c.Evidence of Movement Beyond Toe of D~n ________m_______

I d. Condition of 1),own.-stre-a Channel ?041,-,. ~~; ~

I ) lllhwayfs~) (Tncludin7 IDIsharc-e Convc'\ance Channel)~

~/44 ?C YA~J'r rf~f e0,14&- 40 -1 4f t' . e, c/. ,~' / :5.0C- 7,,0 0-- -5 Oe'Y7.1 1)&!%r ~7 oxf 0/ 7-

'~ u - A)l r;7. ,? -7ri

3 a. Gcneral <;,,/, 4 0- ;A- Ze- ej x -9,~~77 A ______

I re. ov ,e6 7,,c 7vd

b. Condition of Service Spillway A In24ZZLI/,, 1 ____

,*~tlI L/4//.~ e-r~s,,,q// ~~ ~ JC /

t e-z~ye~ 4A/

___f/ ___ SheetS 5

Iv exur- Sheet W5r/

.1'.

C. Condition of Auxiliary Spillway o- - -I '

Sd. Condition of Dischargec Conveyance Channiel PA-a-u I ~ ~ /--Z,I -. L .Z2L_______________________

Reservoir Dr in/Outlet -A OfgAz t."

.Type: Pipe Conduit Other eAA Ca-4o:

Material: Concrete Metal Other _

Size: , Length /___.__ _ _ _.

Invert Elevations: Ent-ance Q. ,?- Exit CL. 0.ZV

I Physical Condition (Describe): Unobservable

Material:

Joints: Alignment

Structural Integrity:

It

I ]Hydraulic Capability:

Means of Control: Gate V Valve Uncontrolled

I. Operation: Operable ---------- Inoperable Other _ __

Present Condition (LDescribc): Cbg t-( 'o 0

S 6

I * Sheet6

a. Concrete Suirfaces ___

A'I __ ____ __ _ ___&

IA'I

*d. Junctions with Abutm~ents Or FTrbanktIL*s. :n

:~eDrains -Foiudation, joint, race 14O~e flosiefc.

f. Water Passa.ges, Conduits, Sluices____

Seepage or Leakage e3f-e-:; gl~x 2Z4-q

I. Sheet 7

h h. Joints - Construction, etc. e 0 .

I - "",-A >/ ev<''>"- ''-"i ' -'i

i. Foundation / ,zc___ __ _ _ _ _ _ _

I *

I .Abu'rnents UO -770 ,

k. Control Gates 1e_ ___ _

I

I1. Approach & Outlet Channels -

U . Energy Dissipators (Plunge Pool, etc.) __ _

n. Intake Structures _ _._ __/__I.

0. Stability

I.

Shet 8

-. _ --

!

I 10) Apprtenant Structures (Powerhouse,Lock,Gatehouse,Other)

* a. Description and Condition

Ir zf 7 '/Wl'' -,~7 9 6'. 7f-' oo

I / -

I

III.III

I ,51'eeF q

I1III.1I II .1

HYDROLOGIC DATA AND COMPUTATIONS III. II II I

i

I....1

R

1II. AP1~ENDIX D

I

curcK LIsT FOR DANS

HiYDRZOLOGIC AlM) IIYDiAUI.ICENGINEERING LATA

I AREA-CAPACITY DATA:

Elevation Surface Area Storage C:pacitv(ft.) (acres) (acre-ft.)

* 1) Top of Dam _______ /176'

2) Design High Water

3) Auxiliary Spillw-yI - Crest " ________ -_ _ _

4) Pool Level withI Flashboards

5) Service Spillwayg Crest 6/g37 38. 5/9

IVolume

(cfs)

.1) Average Daily

1 2) Spillway @ Naximum High Water _ ,_ _ 0

3) Spillway @ Design High Wat.-r

4) Spillway @ Auxiliary Spillway Crest Elevation

.5) Low Level Outlet

6) Total (of all facilities) @ Maximum lliga Water ______"____-

M7) Maximum Known Flood LL,.-,.,

8) At Time of Inspection ,0 c-

C ST: ELEVATION:

Type: [d r U / - _ -_ _ _ _ _ _

i Width: 3-0 - Length: . 4Z..- - . .

Ip I-oe J4 t "Loc tion __50 _ _-________

l SPiLLWAY:

SERVICE AUIXI, L T ARY

_________603,____57__ ElIeva t ion

P C11 M![ fl& IrAl 1- Type _ _ _ _ _ _ _ _ _ _

. T.ype of Ccntro!

_____,__I/_________... Uncontrolled

Contro ! ' ed:

_Type

(Flashboards; gate)

_Number

Size/Lenqth

Invert Material

Anticipated Lengthof operating service

-20 + , Chute Length

r1-~.t7 Hecight Between Spillway crest ___________I & Approach Channel Invert

(Weir Flow)

I

I.

IIYDhMETEROLOGICAL GAGES.

Type : _ _,___- .

I ~Locat ion: I____

Records:

~Ii Da te - VIA

lI FLOOD WATER CONTROL SYSTEM:

Warning System: _ _ _ _ _/_ _ _ __

Method of Controlled Releases (mechanisms):I __o__.,__.____,,___,___.._________________________________-,__ + +, ._]______________ __ ._,___________

DRAINJAGE AREA: M I 3 ''c

DRAINAGE BASIN RUNOF CHARACTERISTICS:

L ,.and Use - Type: _VPQtL F,oA VR ,V 0-,COA o o It

I Trrain - Relief: ote-10 , \jt Orr' 04 L tS

Surface - Soil: I-)_ _ _ _ __, _

I Runoff Potential (existing or planned extcSive alterations to existing

(surface or subsurfacc conditions)

I___l___e '. . e r ,..e "d ,-,"A_.vJ.,,

i . oo -p

S •Potential Sedimentation problem areas (natural or mar.-n'ade; present or future)

Potential Backw-a.ter probler, arcas for ieve.s at raaximum storage capacityI .' including surcharge storage:

_ _ _, ,.,

Dikes - Floodwalls (ow-rflow & non-overfiow ) - Low reaches along theReservoir perimeter: Alf) -17e

I " Loca't ion :

Elevation:

i Reservoir:

Length P Maximum Pool _"-_ (Miles)

Length of Shoreline ( Spillway Crest) . ' (Miles)

I.II'

TAUJob No. 3 Sheet _1 - of

Poject L A E CARML T)A. Date[h 2

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REFERENCES

APPENDIX E

UREFERENCESI

1. "Flood flydrograph Package (IIEC-I) 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 Repcrt No. 33. Weather Bureau, U.S.Department of Commerce, April 1956.

3. "Recoimended Cuidelines for, Safety inspection of Dams",Department of the Army, Office of the Chief of Engineers,Appendix S.

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 Fudson .S7heet.I

IIIIIIII

OTHER DATA

IPEDI

AD-A107 418 TIPPET1b-ABBETT-qCCARTHY-STRATTON NEW YORK F/f 13/13NATIONAL DAM SAFETY PROGRAM. LAKE CARMEL DAM (INVENTORY NURBER -ETC(U)AUG Al E O'BRIEN OACW-1-C-0008

UNCLASSIFIEDI IIIIIIIII,

II -52 112.2

1LL

MICROCOPY RESOLUTION TEST CHARTNATIONAL BUTWAU OF STANDARDS 1 961 A

p

"'''STAIE OF NEW YORK

DEPARTMENT OF PUBLIC WORKS

DIVISION OF ENGINEERING

ALBANY

R c ie t L. ... .: 0 .................. Dam No.. ... .. (-..... .Dispositio n..C?.,?:P .. .... Wa'tershed~ ...................Foundation inspected ............................................................

Structure inspected .................................................................

Application for the Construction or Reconstruction of a Darn

Application is hereby made to the Superintendent of Public Works, Albany, N. Y., in compliance with the

provisions of Scction 948 of the Conscrxation Law (sec last page of this application) for the approval of specifications

and detailed drawin.gs, rnarked.. ....-. - ...... .. . ...-.- ... .... f ......0 ,...... ........ ........ ... ..............-e................... ...............

h consirnction ' of a dam hcrein describcd. All provisions of law will bc complicdherewith submitted ior the [-< s~t'-a ,

with in the erection of tihc proposcd lam. It is intended to complete the work covcred by the application about

(Date)

2. The dam will be onl .,..:.-..owing i.....oa-l ..... in thef • ..- . . . .... ... ....... .... .

town of ...... ................. County ..... . ................................

a n . .. ......... . . ..... ... ....... . .. ...... ........(Oive enrct dist-,nce aI'VI directio fr'ii a 'ei !)n. i , I a: . svt .g a,.rn Cios5-ro Is iroi .. I tf a stre;am

2. Location of darn is shown on the.....u ........ .......... ................................................ quadrangle of the

United States Geological Survey.

3. The name of the owner e-. . . . : .

..........................................................

4. The address of the owner ..... .......................' b 7

S. The dam will be used f ZJC 'r..- , .. .. . . ...................................

6. Will any part of the darn be built upon or it% pond lol any State hi -/......"..................

7. The watershed above the proposed dam i.. . . ..-,,.... square miles.

8. The proposed dam will crvate a p,)id aria at ti c. vathoa of .' .. acres

and will impound ..... 7.... 47 Culai fe, . o; V.i,..

O I - ,' . ... .. . . .. -.. . ..... . . .. ... ' . . ... .. ." ' "-- Y : .

9. The maximum height of the proposed dam above the bed of the stream is ...... .. ..... feet .........4. ........ inches.

zo. The lowest part of the natural shore of the pond is ............. T . .................. feet vertically above the spillcrest,

and everywhere else the shore will be at least ............. 4. ............... feet above the spilicrest.

xi. State if.any damage to life or to any buildings, roads or other property could be caused by an) possible

-failure of the proposed damn...Crfai.. ....... th........ed......................................... •. ........ ............................. .. . ................................... •. . ................................................................................................................. .

12. The natural material of the bed on which the proposed dam will rest is (clay, sand, gravel, boulders, granite,

shale, slate, limestone, etc.) .. ... . A . --m..--tr ......composing the-right.bank

13. Facing down stream, what is the nature of material composing the right bank? ....

. -.-. .. .. .- .. .. .. .. .. .. .. .............

S.......... .. .. . ........................................................ ...................................................................... ......................................................

14. Facing down', stream, what is tihe nature of the material composing the left bank? ... .... ...................

o z5. State the character of the bed and the banks in respect to the hardness, perviousness, water hearing, effect

of exposure to air and to water, uniformity, etc..,-9 ........-........ .. .... .....

. ............ ................................................ ........................... .. ... .../ ........................................................................................ :.......................... .

16. Are there any porous seams or fissures beneath the foundation of the proposed dam ..................

17. WASTES. The spillway of the above proposed dam will be ....... 7a ......... feet long in the clear; the waters

will be held at the right end by .. Ai flhe top of which will be - .......... feet above

the spillcrest, and have a top width of ....... .S......... feet; and at the left end byX..-

the top of which will be .... ............. t above the spillerest, and have a top width of ...... 7 ........ feet.

18. The spillway is designed to safely discharge .......... .. A.. .............. cubic feet per second.

19. Pipes, sluice gates, etc., for flood discharge will be provided through the dam as follows:/ v .. ....................................

....... ........... ..... ...... .............................. ........

...... .. .. . ......................................................................................................................................................................................

......... .. .. . ........................................................................................... ...........................................................................................

S.......................................................... ...................................

2o. What is the maximum height of flash boards which will be used.on this dam? -. ..........

2 1. APRo,. Below the proposed dam there will be an apron built "of.. ./ 7-'.-......-0 ...... 0...

feet long across the strean, ............. ZO ........ feet wide and ........ ............. feet thick.

22. Does this dam constitute an' part of a public -water s1Plv. .... ............

INSTRUCTIONS

Read carefilly on the last page of this application the law setting forth the requirements to be complied w.thin order to construct or reconstruct a darn.

Each application for tile construction or reconstruction of a dam must le made on thi standard form, copiesof which will be furnishe'd ti rk, request to the Chief Engineer, Division of Engineering, Department of PublicWorks, Allbany, N. Y. The application must be accompanied by three sets of plans, and specifications. Theinformation furnishLed must be in suitlciet detail in order that the stability and safety of the dam can be determined.In cases of large and! itlnlxrtant dalniq assumiptions made in calculating stres.es and stability should be given.

Samples of materiaN to be used in the (lani and of the material on which the dam is to be founded may be-asked for. but neel not be furnished unless requested.

If the darn constitutes a part of a public water supply' application should be made to the Water Power andControl Commission under Article Xf of the Conservation Law.

An application for the construction or reconstruction of a dam must be signed by the prospective owner ofthe dam or his duly authorized agent. The address of the signer and the (late must be given as provided for onthe last page of the application form.

: tk

SECTION 948 OF TIE CONSERVATION LAWa " 948. Structures for impounding water: inspection of docks; penalties. No structure for impounding water

and no dock, pier, wharf or other structure used as a landing place on waters shall be erected or reconstructed byany public authority or by any private person or corporation without notice to the superintendent of public works.nor shall any such structuro be.crected, reconstructed or maintained without complying with such conditions asthe superintendent of public worklsrmay by order prescribe for safeguarding life or property against danger there-from. No order made by the superintf!hent of public works shall be deemed to authorize any invasion of anyproperty rights, public or private, by any person in carrying out the requirements of such order. The superinten-dent of public works shall have power, whenever in his judgment public safety shall so require, to make and servean order directing any person, corporation, oflicer or board, constructing, maintaining or using any structure here-inbefore referred to. remove, repair or reconstruct the same within such reasonable time and in such manner asshall be specified in such order, and it shall be the duty of every such person, corporation, officer or board, to obey,observe and comply with such order and with the conditions prescribed by the superintendent of public works forsafeguarding life or property against dainer therefrom, and every person, corporation, officer or board failing.onitting or neglecting so to do, or who hereafter erects or reconstructs any such structure hereinbefore referred towithout submitting to the superintendent of public works and obtaining his approval of plans and specificationsfor such structures when required so to do by his order or who hereafter fails to remove, erect'or to reconstructthe same in accordance with the plans and specifications so approved shall forfeit to the people of this state a sumnot to exceed five hundred dollars to be fLxed by the court for each and every offense; every violation of any suchorder shall be a separate and distinct, offense, and, in case of a continuing violation, everv day's continuance thereofshall be and be deemed to be a separate and distinct offense. This section shall not aplv to a dam where the areadraining into the pond formed thereby does not exceed one square mile, unless the darn is more than ten feet inheight above the natural bed of the stream at any point or unless the quantity of water which the (lam impoundsexceeds one million gallons; nor to a (loci., pier, wharf or other structure undicr the jurisdiction of the departmentof docks, if any, in a city of over one hundred and seventy-five thousand polulation. This section as herebyamended shall not impair the effect of an order heretofore made by the conservation commission or commissionerunder this section prior to the taking effect of chapter four hundred and nintcy-nine of the laws of nineteen hundredand twenty-one, nor require the approval by the superintendent of public works of plans and specifications thereto-fore approved by such commission or commissioner under this section.

The foregoing informatio'n and accompanying plans and specifications are correct to the best of my knowledge

and belief.

........... ........... . .. ... ....... ...... , w ner.

By .......................................... ao.............................................. a thorzed agent of owner.

Address of signer• ... .4.X7 ...........Dte......

I N.

IL.- - ;,t,

., ,.1

.7

, ,.-,>,,I

,- . . It. •

ii * ; ,

.,,, ".. .... . ..... , ..,• ,. I

• ,-, '1)" . , ,,.,: I ... " ; C".'

N.NI-

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,-________ * - --. I ---\-I- - .- -

ti,. .. ..

• 2" ' .... h-"..

0 .

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* ri. -, . 4. ;

- ., , ,*.• , <. . - -,*-,'.--. r" • ," . 4 - - ,,

form .1. ($D.I3 ) IM - . t , .44607d. ? ," . ,M54

STATE OF NEW YORK

,~A A. .

*. :" "I. . ., I .

DEPARTMENT OF PUBLIC WORKS

ALBANY A k' *, J

<

Reccived ...................................... Da No, .. .... ............

Disposition Watershed .................

Foundation inspected ....................................................

Structure inspected ......................................................

Application for the h , econstruction of a Dam

Application is hereby made to the Superintendent of Public Works, Albany, N. Y., in conpliance with the

provisions of Section 948 of the Conservation Law (see third page of this application) for the approval of specifi-

cations and detailed drawings, marked ............................................................................................. ....................g/

.... ................. ................... - . 7 . .C ............ .... ................. ............................................. ,..... ; ... ,;. ... :S .... 4-- s r o. ........

.construdtlOn •-'...herewh submted for the co rcti of a dani hercin described. All provisions of law will be complied

with in tie erection of the proposed dam. It is intended to complete the work covered by the application zbout

. .. ....... . / / .............(Dot*) Of'- 1tL0

1. The dam will-be on ......... ....... flowing into/'/.f ..2 .6 ".. :./ ....... in the

town of ....................................... County of ... / .-... .t . ......................................

(Gb.e iaci diilnoto and dice+sboI (o n& . wel1.kowu . bidge, doe,. 'illage. mao trosit-g. -O or Maouih oIf a 6ar.)..

2. Location of dam is shown on the.... . .-. / ....................................... quadrangle of the

United States Geological Survey. / o/ c/ A4 i') - /.3 " : .f 7-

3. The name of the owner is..:/: t(..A....../i,. .............

4. The address of the owner ../.2'.........-."............. .. .. ..... ...... ....

S. The dam -will-be used for. ./ . , .'. . .. ..... ............-............ 7,/. .

6. Will any part of the dam be built upon or its pond flood any State"tands? . ..... .. ..........

7. The watershed above the proposed dan is.. /,,. "t; - "

8. The proposed dam will create a pond area at the spillcrest elevaion of ...... ic works

and will impound.... / .. ............... cubic feet of water.

. .

9. The maximum height of the proposed dam above the bed of the stream is......... .... feet ....... ...... inches.

S10. The lowest part of the natural shore of the pond is ............................ feet vertically above the spillcrest,

and everywhere else the shore will be at least .................................. feet above the spilicrest.

11. State if any damage to life or to any buildings, roads or other property could be caused by any possible

the proposed......

................................................................

I", g, 12. The natural material of the bed on which the proposed dam will rest is (clay, sand, gravel, boulders,

S granite, shale, sl.te, lim estone, etc.) ....................................................................................................................

* 13. Fa'ing downstream,,.what is the nature of material composing the right bank? ........................................

o.......................... .o .oo: . ..oo........................................................................................... -.....................................

x 14. Facing downstream, what is the nature of the material comp3sing the left bank? ....................................

'O ...................... "......... ............................. .........................................................................................................

15. State the character of the bed and the banks in respect to tie hardniess, perviousness, water bearing, effect

, 0 of exposure to air.and to water, uniformity, etc ...................................................................................................

'i , .," . ..... ,............, .................................................................................................................................................

. . ..... .... . . ...........................................................................................................................................

i /,,,. Are there any porous seamis or fissures beneath the foundation of the proposed dam? ..............................~~n .

0 4I • " ,, ... - .,€ .. . ....---............ : ........................................................................................................................................... .......

17. WASTFs. The spillway of the above proposed dam will be...... feet long in the clear; the watersf? /5

will-be held at the right end by aeP .. top of which-ill-b....... ...... feet above..... ~. 4 "J ...... i ..... .... . c feop Oat i l -e -b e ..... ....... fe b v

the spillcrest, and have a top width of ........ feet; and at the left end by . . 7 . ..f./A/(:

the top of which will be. . .... feet above the spillcrest, and have a top width of ... ! ... feet.

V K x 18. The spillway is designed to safely discharge .................................. cubic feet per second.

19. Pipes, sluice gates, etc., for flood discharge will be provided through the dam as follows:

7 1 ...•... .. "

: v. . . ... / .. .. ... . ..... .(. .//" ,. ,. o/,,

S. . , . . ..............................................] 1, : • 20. Wbat is the maximum height of flash boards which will be used oil n 1.-d,,, .......... !..C. ................

r A"'aoN Below the proposed dam there will-be an apron built of ..... > ......... CA, ... T(,.... ... .... ... ... .... ... .... ... ... ....

\ r ross the stream, .. ..... feet wide and.../7 ............. feet thick.

this dam constitute any part of a public water supply? ....... . . . . . . . . . . . .....

I' .. . .N . . ... . . . . _ 7 . ". . .... . , ... ... . l . ." . _ . . _ , 7 ' . ,: . ;.. '

tIwho shall thereupon pay the same into the treasury. Any amount so levicd shall thereupon become a lien upon the

real property affected thereby, to the same extent as any tax levy becomes and is a lien thereon.

Any person in interest may, within thirty days from thc service of any such order, appeal to the supreme courtto determine the reasonableness of such order. At any time during such appeal to the supreme court upon at leastthree days' notice, the party appealing may apply for an order directing any question of fact to be tried and deter-mined* by a jury, and the court shall thereupon cause such question to be stated for trial accordingly and the findings

,..--4i'h tiury upon such question shall be conclusive. Appeals may be taken from the supreme court to the appellatedivision of the supreme court and to the court of appeals in such cases, subject to the limitations provided in the

civil praetx'e act.This section shall not apply to a dam where the area draining into the pond formed thereby does not exceed

one square mile, unless the dam is more than ten feet in height above the natural bed of the stream at any point or

unless the quantity of water which the dam impounds exceeds one million gallons; nor to a dock, pier, wharf orother structure undtr the jurisdiction of the department of (locks, if any, in a city of over one hundred and seventy-five thousand population. .This section as hereby amended shall not impair the effect of an order heretofore madeby the conservation Commission or commissioner under this section prior to the taking effect of chapter four hun-dred and ninety-nine Qf the laws of nineteen hundred and twenty-one, nor require the approval by the superintend-ent of public works, of plans and spccifications theretofore approved by such commission or commissioner underthis section. " . .

The foregoing intormation is correct to the best of my knowledge and belief, and the construction will be

carried out in accorg'nce with the approved plans and specifications.

i :121 .7-'C.T., Ow.e.

• ~ ~ ~ ~ ~ ~ .. " - , -1 -- ... e'r- -2............ ......................

......... ... --....... auh rzed agent o ,°owner.

Addres kf signier .... ,.. L . , .. ...... l. ... Dae...................... -h -<

. ....

.o,.

/,.;:< .....

.... ...... . ..- - - --- .. "-- r-'" .' - - - I " -- .. . -- - *- _: 7

WILLIAM C. NICIOL3. Suranpl.D ETNLLF ORNxELL. 1own Ci.&a,

CA¢RMEL.. N. Y.. R, F. D. CARlMEL. N. .., 0I.D. 0 X

Jus'icrs or T.E PEACE TO W N B OA R D ASSESSORS

DANIEL J. OURKE TOWN OF KENT CATRINE M. ZAPPOLO

EMIL C. FRANK FRANK 0. NICHOLSPOST OFFICE AOEKOSSSS OF ALL OFFICERtS. CASMIEL. M. . WILLIAM L. BLEIL t

COUNCILMAN - OFFICE OF

L)ORSEY BENNETT WILLIAM C NICHOLS HISHWAY SUPT.

SUPERVISOR KENNETH TOWNSEND

March 28, 1958

Mr. Henry Ten HarenDeputy Chief Engineer ofuiNew York State Department of Public Works/ '... .'Albany, N. Y.

Attention: Mr. D. C. Ogsbury, Associate/Civil E'ngineer

Dear Mr. Ogsbury, /Regarding repairing the sluice gate in the Lake Carmel dom atCarmel, N. Y. (Putnam County) /

The present sluice gate is in need of repair. We have had itinspected by an enrineer of the Ludlow Valve Comrany, H-ew YorkCity End he suggests we remove the present 11.ft. x 1jit. rate andreplace it with a 361n. circular valve. Tfie (oam has a soill-wayand the sluice'gate is used in times of emergency and loweringthe lake level for beach and peir maintainence.

I understand yuur office has to be notified and permissiongranted before we cpn go ahed with this project, because we arereplacing the gate with a valve which is diffcrenit than theoriginal.

Enclosed please find a copy of the gate chamber of the dam, andthe circled portions on the copy are the proposed changes.

The reason the engineer su-gFested the chanive is primar'ily thecost. He told us the circular valve is i oro,Auction item andthe rate is o fabricated item rralfirr; a bir differvncoe in thecost. Also the chamber lends its self well tO the installationof such a valve.

I would appreciate hearing from you regarding the above matter.

Yours truly,

WlliJLUa C. Aicho1s

Supcrvis~or Town of Kent

.1F

//

W4.rh "31, 1958

Ro t Dm N'. 231.-467 /Tojn of KentCounty of Pitnam /

Mr. William C. Nichols/&jporvtsor Townrl cK /C4r=ol, Va York

Dear Sir: /- This is to acknowledge rccoipt pf your letter of Yach 28,

1958 together with an enclosed photostat of a drawing showing theproposed cxhaee to the sluice [ate of the above noted dam.

Wo wish to advise y-u that whenever n!torations are to bemade to any section of an existing dam, a now form of applicationand throe sotn of plans and specificat ions for tho proposed alterationsmust be isuhxitted to this Department for approval.

Endloned herewith are two form3 of "Apulication for theConostruction or Rooonstruotion of e Dsma". Ono form is to be properlyfilled in and returned to the Department with the required mambor ofplans and specifications. The other form is for your rocords.

1Henry TnHiagnnDeputy Chief &wginoor

D. C. OtcolravyAssoc. Civil Erminoer

Enol.

. -- -.-..

L _ 4

WILLIAM C. NI HOLE. lUPiRVISON . ETHEL FORKLLL. TOwn CLCRIK

SCA! M,, L. A. F. 0. CARMEL. N. Y.. R.VF.. a

JUSICS , HE PEACE I--jASESR

DANIEL J. UURKI 4.P 3 TOWN OF KENT CATHfiINE m. ZAPPOLO

EMIL C. FRANK I FRANK 0. NICHOLSPOST OFFICE A019D5R OF ALL OFFICY.a. CARMEL. N. V. WILLIAM L. SLEIL

C OUNCILM AAN OFFIC E O F , ' . . . . .

DO. EY GENNErr WILLIAM C. NICHOLS 1" S f"W r

SUPERVISOR LNNETH TOWN----0

May 8, 1958 /Re: Dam Lake Carmel

Town Of KentCounty Of Putnam

Mr. Henry Ten Haren Attntion: Mr. P. C. OgsburyDeputy Chief Engineer AssQciate Civil EngineerNew York State :e partinent of Pullic 'oJrks -Alhnay, New York .

Dear Mr. Ogsbury, /

Thi k you for your letter of,,Irc! ' 31, 1958 anvising us as..to procedure to follow rcgarding reinair to sluice gate In theLake Carmel. dam.

Enclosed find three sets of com: plctti blue prints of dam,also application for repair of dam./ I am also c!iclosinr1 twophobostats of pronosed renair work to be done. These. skutcheswere prepared by the Ludlow Valve Comoany 11 '-!czt 1,.2nd St. NewYork City.

The circular valve will be mounted on a rcctawrvular steel -

plate which in tuTn will be onchorcd on the down-streeni side of thew ate chamber. The oririnal gate will be left in place in openposition if possable.

Details: 36" Ludlow Valve -j t #3, LPP', Flange S- Spi!ot, (FkD125# ASA) S]idinr r isinr, Double Disc Fairp]lel Seat - ,te Valve with Cast Ir,Counling.--------5'6"x6'Il" Steel r;]ate with V'%" diam. hole in center,32 holes to hold valve to steel -late sie 15/.6". All 32 holes to be

chamfered pn one side of nlate 3/32"x.5 de.-ree anrle to hold iNieon-eneRing (Water Seal). 1<rFcs of steel p]late to be drilled to tzike apo)rox.50 1" bolts long enouxh to ass thru i" steel plate to 1" compoundthreaded anchor in masonary.

Above valve will be operaited from i'loor stand with connectingsteel rod.

We propose to have our park maintainance crew instal .above-uuits."'-• . :;, ....

Please contact me on any question or point of-information ygu "

may need. "."

Yours truly,

Willimil C. i4ichols . Supe.rv'o.'

C.00

Maiy 26, 1958

Ro: Damn No. 231-867

Couty of Putnnm

M4r. William~ C. N'icholabO1'Viso-c Town of Xoflt

Doar Sifr:

Tho applitcation tx-d iJlar.L, ti-led 1 - you !Ath this I~otr~nxmdo tiho provr--ic'lu ol ."octior. 948 of tho Gomzcrvai~ion Ia-wr for thoO.jrr T-rm; of, Tl,1- r': Ditrict, Cnrr' t, 1f';j Yor', for rnpa2.rn ondinnt.Mt.ton of mv-, alulcc f-nto vzO.v( a't -th fil'vv(4 ,ared ce'ira~, area~pproved to tho axtont of the mithority of t1-c ri,- itcrdont ofPuiblic Works wider thr, above montioricd sta~tuto.

Tho now: 4cairation for thecla dria #231A467 of tlhe lowerHudson River Wctorshed.

Ono sot of pla-ns fornm.aly ctnrp..-d "pprovod in oiig -o.urnodto you herewith.

Bopui~y %Ciof EnCinocr

Aru.oc. Civil Ezi~inoor

JEPifamEnl.

1) . 23146

Y Ir Wi Ar ..Nchl

SuaionownZof Y

Dear Sirt

l h apcdckri~dP~a3fie nu oulwth this Dopurt-mntrndrto provisin of Zloctiol, 94.8 o:C ti-o CoancorvutIon Low, :Cor the

Tone,)=.~ or Kirt rnr-k DIstrict, f~~a 1:11 O r rePFirs cidimal).ati on of now aluxo~ gato va.lve ct !the above n.in3d da a"oe-ppr~e totootn 0 ~ u rity of the 0 porintond~ont of

P~i1±oworks undar th P aboot~crttutk.. <

ThO ncw dorjigntiou for tho dh3m Ja u231A-W36 of thjo lowerHudson Myver Watershed, . ... *.*

Pa 0t Of Plans formal2j , stamped iupproveo. Jr boizL roturnodto you herewith. -

Depui4 Ch'eC Enginoor

4'BY__________D. C. qArnioo. Civil En.,inoor

JEPui .Lf...

E-wigs

CARNiI 5.3312 SumoIVIGION PLANNINGSANITATION

DAM DESIGNCONST'RUCTION

ROY BURGESS 5eaLIFICATION4a

PRFESIONAL BLDG.. cp.Rn4L. N. Y.

A u~u t 2 5' 1& 3

~ ;i11ia ::i~1zSupervlosr/

Dea~r . Ichol;5:/

Cur' of"lco a a)-, Lizpuction a-.id .~' to 'Lhuc Town ofKent, ,-%ddres.,(-d to 1iv. DAIi. Friv. f'IA C--az it;)

De.vrt.eton T C-C22 2 3, )&57 e~tv to our Orl" isa.- tc the co,.it,1L!on of the Outlct s atep at tlhc Ca. at LaheCarmicl. ~ealso mado certain prc1::zyrccc!:2;--CncatiO223pendi~ a -~ore torou -;. study. ,At tht t-c It v-rncccizary t o -ak e c rta "a a z zu::-1,'1ct.: Cue to ti~c inai~Alityto olbserve vcre icrl y funct lon :ithin t';.- ca.=ber.

It vlaz our Opinion tk.Ltt the, ~1-It L5. _,t wa.o L~o d-..a:-ethat i;ouic. be :noccsoary to 1~taJ a watQ. C-1- July

with :.r. ..2li: icho1l;, Z.u1 crv'z;* .I, 'aU a:c to C aea'mJLCh .r t;;o2ou.;hi I;a~L on. :L. h''c.c~1iz ird~to zmc, vanc o.-A t-lc bazio of' 1 1n; .~xz~tci I -:ooddh"Liic to rov .zc1y oA5oiaz to u i-1z--Cy ; rklj*acirnjt4-1~t a r

..,r. !L-lner w a 2)o:ts i.I.. ~ ' LIAU %:,.'4 r

the Ls.u~to z-,4tor £o:~ii~.tc:.'~'~~n

th ~a. U1'., ;a to 1'Q

Z~.~i~ .. i' 'c u~i~tht - :'L ;x ~.1y. Ll 60

aI~i t ly It &,a(. .ot C~: c*o*., .rL i C

waz t.X 46A ar.i. .. &Ci;. c2ui; th'at

be avlF-. ' _______

SEP fZ J

CARMIEt. 5.3312 SUBDIVISION PLA&dNINGSANITATIONDAM D"SIGN

CONSTRUCTION

ROY BURGESS SPECIFICATIONS

X6L'1 J uw'ayox & !Pwo/issionuC 62yinve'tPROFESSIONAL BLOG.. CARMEL. N. Y.

Apparcxit).y t~on.ainir 'or 6 at _oni.tL k:AorIma 1-lcen rc uc J at on _t., C *( t:± ul :Ozlc luaha-cifl t. place ; 2lrouLh1 the wa.llZ of7 'L. CiaaO' he jiatoc

itzClf' _-h0":Cd '.:o P01"ItZ 0~ 'or-JCA .I OILc iX tfleotlior on cn,...ie . ai±,C ;:ca ltti.<j Q~ unuex.CuThl-;o- itc:..,z wuro 11± t Co4n1t1d'eG'V -,: y.k o a iu

Ih &.:i t:: c" i- I c t i I c a5E3 v~lV. IO ~4L aU~ u1,

c~~~oz~~~i:'e("uL to.o~ to1.01~o~t zc~e

Very truly:; :'yourts ,;.py '.'u t'

Vey tr'5 ,or0 -

RD~s:

SEP. f958

-- *~ -- tJ. L

.b.-

AM& " I

WILLIAM C NICHOLS. SUPERVISOR ETHEL FORKELL. TOWN CLEEK

CARM IHEL. N. Y.. R. O. O. CARML., N. V.. R.F.O. 3

JUSTICES OF THE PEACE TO WN BOARD "SESSORSDANIEL J. BUR.KE TOWN OF KENT CATHERINE M. ZAPPOLOEMIL C. FRANK FRANK 0. NICHOLS

POST OPFICE AbDUEEBlE OF ALL OFFICES12. CARNiL. ft. V. WILLIAM L. BLEIL

COUNCILMAN OFFICE OF

OORSEY BENNETT WILLIAM C NICHOLS HIGHWAY SUPT.

SUPERVISOR KENNETH TOWNSEND

Sept. 2, 1958

Re: Dam #231-867Town of KentPutnam County

Department of Public WorksMr. Henry TenHagenDeputy Chief EngineerAlbany 1, New York

Attn. Mr. D. C. Ogz.buryAssoc. Civil Lngineer

Dear Mr. Ogsbury,

I think the enclosed letter is self explainatory regardingthe situation atthe Lake Carmel dam.." The first professionalinvestigations of the sluice gate were made in the middle ofthe winter when the water temperature was too low for a man toget wet. Before actual replacement of the sluice gate was tobe made a detailed examination of the gate was made, and by acleaning of the tracks in which the gate slides, it was foundthe gate would close satisfactorily. The gate has been partialyopen for a period of years, causing the track to clog.

I wish to thank you for your help and interest in thismatter, and hope the above action meets with approval of youroffice. If there is anymore information you wish on the sub-ject, please contact this office.

Very truly yours.

William C. NicholsSupervisor Town of Kent

'" . . £ 1

EP 31958

1S

- - - .&- 6

II

Popternbor 11, 1958.

Ro i Dan ? 31-867Tow~n of KontCox-. of Putnam

!I

//

14r. WSAliori G. NicholsSupervisor, Town of KantCarmals Now Yorlc

Dear Sir;

//

IRocipt of your, lettcr'dated S~ptnmI:er 2, 19! 8 rnd of

Enginoor, are hoeeby aoknowladged.

Tho report by Mr. Roy /rcoss rolativa t! a I rmontsluice pate of the above nwsd dam stating ile sL. ra ~after oov.inor adjustKnnntt, has boen veztod proprly ti-oroyreducing the lcakcGIc around the gato arnd needo not to be replacedat present is acceptaible to us.

We will hold ou r approval of thu utt cm. to the aovenamod darn, as Frazntod to you in our latt~;r of '*n: '.>: on of

D.

May. Wi6,or 195$ ioacho uni lc iro.hi o ).c

Sk~perviVeryTtn ly f Kent,

nflonry Tordrko/

Engineer, Deputyeby aoC oEngineer

Assoc. CIt2 bot e.rnoor

JEP: Cc

.. CI'V Alld. DAMj p~:c. O.:J .

I.j uojo ,r ll -i--Cio._

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UNLASSIFIED IIIIIIIIhEII NATIONAL DAM AUG E SAFETY … · national dam safety program. lake carmel oam (inventory number nctc(u) aug 81 e obrien oacw51ois-c-ooo unlassified; iiiiiiiiheii

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