AD 0109 969 FLAHERTY-GIAVARA ASSOCIATES NEW HAVEN CT F/G 13/13NATIONAL DA M SAFECTY PRDGRAM . LAKE MUSKDDAY DAM (INVENTORY NUMRE--ETC(U)

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SECURITY CLASSIFICATION OF THIS PAGE (Whee Data mntere)

REPORT DOCUMENTATION PAGE ERE" INSTRUCTIONSBEFORE COMPLETING FORM1. REPORT NUMBER 12 OTACSINNO,3 RECIPIENT'S CATALOG NUMBER

4. TITLE (and Sabede) S. TYPE OF REPORT & PERIOD COVEREDPhase I Inspection Report Phase I Inspection ReportLake Muskoday Dam National Dam Safety PrograDelaware River Basin, Sullivan County, NY L PERFORMING ORG. REPORT NUMBERInventory No. NY00341 dew%,

71. AUTHOR(*) a. CONTRACT ORGRANT NUMER(,)

- Hugh C. Flaherty DACW-51-81-C-0006

. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT PROJECT. TASK

AREA & WORK UNIT NUMBERS~ Flaherty-Giauara Associates

One Columbus PlazaS New Haven, CT 06510

1. CONTROLLING OFFICE NAME AND ADORESS I3. REPORT DATE

New York State Department of Environmental Con- 14 September 1981servation/ 50 Wolf Road I& NUMBER OF PAGESAlbany, New York 12233

4. MONITORING AGENCY NAME & AODRESSlf diiferaat from Conld*oifis1 Office) IS. SECURITY CLASS. (of this report)

Department of the Army UNCLASSIFIED26 Federal Plaza/New York District, CofE ________.___AS __CT _N___G___New York, N.Y. 10278 E AT DWDSCHEDULE

16. DISTRIBUTION STATEMENT (of this Repoff) L V L 1Approved for public release; Distribution unlimited.

17. DISTRIBUTION STATEMENT (of the abstract t_,d1a tock 2I. i Etff rent from Rport)

osWill L"i ~~i ~.18. SUPPLEMENTARY NOTES

1S. KEY WORDS (Continue an reveae olie It neceary and Idontily b block number)

Dam SafetyNational Dam Safety ProgramVisual Inspection Lake Muskoday DamHydrology, Structural Stability Sullivan County, N.Y.

2CL A DITRAC? (Coithwe ,mseYrse alail necsmome. ond i ip b bl ck uoibe)This report provides Information and analysis on the physical condition ofthe dam as of the report date. Information and analysis are based on visna]inspection of the dam by the performing organization.

LJA- Examination of avatlable documents and a visual inspection of thedam did not reveal conditions which constitute an immediate hazardto human life or property. However, the dam has some deficienciesthat need to be evaluated and remedied.

~~IM U73 £m - n or NOv IsOiSOmiTET cSFiD 01 21 32 147;/ L 9. 5 SEWIMw V CLASUFItCATION OF TIMIS PACE (Wbmt1je Date Bntie

SECURITY CLASUFICATIO OF THIS PAGEUM 6 0000 XWO_-

Using the Corps of Engineers' screening criteria for the initialreview of spillway adequacy, it has been determined that the em-bankment would be overtopped by all storms exceeding 11 percent ofthe Probable Maximum Flood (PMF). Dam overtopping, the resultingerosion of the embankment and hence, dam breaching would causewater surface levels downstream to reach depths which would posesignificant danger to residents. Therefore., the spillway is ad-judged to be seriously inadequate and the dam is assessed as un-safe, nonemergency.

The classification "unsafe" applied to a dam because of a serious-ly inadequate spillway is not meant to connote the same degree ofemergency as would be associated with an "unsafe" classificationapplied for a structural deficiency. It does mean that there ap-pears to be a serious deficiency in spillway capacity and if a se-vere storm were to occur, overtopping and failure of the dam couldtake place, significantly increasing the hazard to life downstreamof the dam.

SECURITY CLASSIFICATION OF THIS PAGE(Whf Dee te)0

.. . . .

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1 DELAWARE RIVER BASIN

LAKE MUSKODAY DAMSULLIVAN COUNTY, NEW YORK

INVENTORY No.NY341

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

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NEW YORK DISTRICT, CORPS OF ENGINEERSSJLJLY' .1981

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PREFACE

This report is prepared under guidance contained in the Recommend-ed Guidelines for Safety Inspection of Dams, for Phase I Investi-gations. Copies of these guidelines may be obtained from the Of-fice of Chief of Engineers, Washington, D.C. 20314. The purposeof a Phase I investigation is to identify expeditiously those damswhich may pose hazards to human life or property. The assessmentof the general condition of the dam is based upon available dataand visual inspections. Detailed investigation and analyses in-volving topographic mapping, subsurface investigations, testing,and detailed computational evaluations are beyond the scope of aPhase I Investigation; however, the investigation is intended toidentify any need for such studies.

In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditionsat the time of inspection along with data available to the inspec-tion team. In cases where the reservoir was lowered or drainedprior to inspection, such action, while improving the stabilityand safety of the dam, removes the normal load on the structureand may obscure certain conditions which might otherwise be de-tectable if inspected under the normal operating environment ofthe structure.

It is important to note that the condition of a dam depends on nu-merous and constantly changing internal and external conditions,and is evolutionary in nature. It would be incorrect to assumethat the present condition of the dam will continue to representthe condition of the dam at some point in the future. Onlythrough frequent inspections can unsafe conditions be detected andonly through continued care and maintenance can these conditionsbe prevented or corrected.

Phase I inspections are not intended to provide detailed hydrolog-ic and hydraulic analyses. In accordance with the establishedGuidelines, the Spillway Test Flood is based on the estimated"Probable Maximum Flood" for the region (greatest reasonably pos-sible storm runoff), or fractions thereof. Because of the magni-tude and rarity of such a storm event, a finding that a spillwaywill not pass the test flood should not be interpreted as neces-sarily posing a highly inadequate condition. The test flood pro-vides a measure of relative spillway capacity and serves as an aidin determining the need for more detailed hydrologic and hydraulicstudies, considering the size of the dam, its general conditionand the downstream damage potential.

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PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

LAKE MUSKODAY DAMINVENTORY NO. NY 341DELAWARE RIVER BASIN

SULLIVAN COUNTY, NEW YORK

TABLE OF CONTENTS

PAGE NO.

ASSESSMENT

OVERVIEW PHOTOGRAPH

LOCATION MAP i

1 - PROJECT INFORMATION 1

1.1 GENERAL 1

1.2 DESCRIPTION OF PROJECT 1

1.3 PERTINENT DATA 3

2 - ENGINEERING DATA 5

2.1 GEOTECHNICAL DATA 5

2.2 DESIGN RECORDS 5

2.3 CONSTRUCTION RECORDS 5

2.4 OPERATION RECORDS 6

2.5 EVALUATION OF DATA 6

3 -VISUAL INSPECTION 7

3.1 FINDINGS 7

3.2 EVALUATION OF OBSERVATIONS 8

4 - OPERATION AND MAINTENANCE PROCEDURES 9

4.1 PROCEDURE 9

4.2 MAINTENANCE OF DAM 9

4.3 WARNING SYSTEM 9

4.4 EVALUATION 9

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

5 - HYDROLOGIC/HYDRAULIC 10

5.1 DRAINAGE AREA CHARACTERISTICS 10

5.2 ANALYSIS CRITERIA 10

5.3 SPILLWAY CAPACITY 11

5.4 RESERVOIR CAPACITY 11

5.5 FLOODS OF RECORD 11

5.6 OVERTOPPING POTENTIAL 11

5.7 EVALUATION 12

6 - STRUCTURAL STABILITY 13

6.1 EVALUATION OF STRUCTURAL STABILITY 13

7 - ASSESSMENT/RECOMMENDATIONS 14

7.1 ASSESSMENT 14

7.2 RECOMMENDED MEASURES 15

APPENDICES

A. PHOTOGRAPHS

B. VISUAL INSPECTION CHECKLIST

C. HYDROLOGIC/HYDRAULIC ENGINEERING DATA ANDCOMPUTATIONS

D. PREVIOUS INSPECTION REPORTS/AVAILABLEDOCUMENTS

E. STRUCTURAL STABILITY ANALYSIS

F. REFERENCES

G. DRAWINGS

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PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

Name of Dam: Lake Muskoday Dam

State Located: New York

County: Sullivan

Watershed: Delaware River Basin

Watercourse: Trout Brook

Date of Inspection: April 8, 1981

ASSESSMENT

Examination of available documents and a visual inspection of thedam did not reveal conditions which constitute an immediate hazardto human life or property. However, the dam has some deficienciesthat need to be evaluated and remedied.

Using the Corps of Engineers' screening criteria for the initialreview of spillway adequacy, it has been determined that the em-bankment would be overtopped by all storms exceeding 11 percent ofthe Probable Maximum Flood (PMF). Dam overtopping, the resultingerosion of the embankment and hence, dam breaching would causewater surface levels downstream to rewch depths which would posesignificant danger to residents. Therefore, the spillway is ad-judged to be seriously inadequate and the dam is assessed as un-safe, nonemergency.

The classification "unsafe" applied to a dam because of a serious-ly inadequate spillway is not meant to connote the same degree ofemergency as would be associated with an "unsafe" classificationapplied for a structural deficiency. It does mean that there ap-pears to be a serious deficiency in spillway capacity and if a se-vere storm were to occur, overtopping and failure of the dam couldtake place, significantly increasing the hazard to life downstreamof the dam.

It is recommended that the following additional investigations beperformed by a registered professional engineer engaged by theowner:

1. Conduct a detailed hydrologic and hydraulic analysis to moreaccurately determine the site specific chararacteristics ofthe watershed.

[

2. Investigate the water flow that was evident in the downstreamrockfill on either side of the spillway, including observationwhen lake levels vary, and determine the source of the flow,evaluate the potential for dam instability or failure andrecommend remedial measures, if appropriate.

It Is recommended that within 3 months of the final approval dateof this report, both additional investigations should be initiatedand within 18 months, appropriate remedial measures should be com-pleted. In the interim, a plan for providing around-the-clocksurveillance of the dam duringperiods of unusually heavy precipi-tation should be developed and implemented.

The following remedial measures should be completed within 12months to correct existing deficiencies:

1. Clear brush, trees and debris from the downstream rockfill,and recut at least annually to maintain the cleared condition.

2. Fill and regrade the local potholes on the dam crest, andgrade the roadway and its side ditches to avoid detrimentalerosion at the dam.

3. Place rockfill or riprap erosion protection where the upstreamearthen embankment has been eroded by wave action.

4. Develop and implement a flood warning and emergency evacuationplan to alert downstream residents in the event conditions oc-cur which could result in failure of the dam.

5. A program for regular maintenance should be developed and im-plemented.

Submitted by: FLAHERTY GIAVARA ASSOCIATES, P.C.

u4_ rT'.Ia ty, _ L. S.r of the Boa.rd

Approved by: W. M. Smith,(Jr.New York District Engineer

Date:_ _ _ _ _ __ _

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NATIONAL DAM SAFETY PROGRAMPHASE I INSPECTION REPORT

LAKE MUSKODAY DAMINVENTORY NO. NY 3141D.E.C. NO. 1417A-413DELAWARE RIVER BASIN

SULLIVAN COUNTY, NEW YORK

SECTION 1 -PROJECT INFORMATION

1 .1 GENERAL

a. Authority

The Phase I Inspection reported herein was authorized bythe Department of the Army, New York District, Corps ofEngineers, to fulfill the requirements of the NationalDam Inspection Act, Public Law 92-367. Flaherty GiavaraAssociates, P.C. has been retained by the New York Dis-trict to inspect and report on selected dams in the Stateof New York. Authorization and notice to proceed was is-sued to Flaherty Giavara Associates, P.C. under a letterof December 214, 1980 from W. M. Smith Jr., Colonel, Corpsof Engineers. Contract No. DACW 51-81-C-0006 has beenassigned by the Corps of Engineers for this work.

b. Purpose

Evaluation of the existing conditions of the subject damto identify deficiencies and hazardous conditions, deter-mine if they constitute hazards to life and property andrecommend remedial measures where necessary.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances

-- Lake Muskoday Dam consists of a stone masonry and stonefill structure with an upstream concrete wall and a con-crete overflow spillway in the central portion. The 20foot wide crest of the dam and a timber deck over thespillway carry a private access road to lakefront proper-ty. The total length of the dam is approximately 155feet, including the 17.4 wide spillway section. A sketchplan and sections prepared by Sheldon Hadden, P.E. areshown on page D-9 in Appendix D.

The dam structure is approximately 17 feet high; it hasan irregular upstream earthen slope below the projectingconcrete wall and irregular downstream rockf ill that hasa slope in the range from 2 to 3 horizontal to 1 verti-cal. An old inspection report indicates that the up-

stream concrete wall extends 3 to 6 feet below the origi-nal ground surface to "hard pan" to form a cutoff.

The overflow spillway is 17.4 feet wide and is located inthe center of the embankment. It has concrete abutmentsand wingwalls with a rockfill apron and a timber andsteel bridge spans its width.

b. Location

Lake Muskoday Dam is located approximately 4.3 milessouthwest of the village of Roscoe in the Town of Fre-mont, New York. The dam is located at latitude north410-54.8" and longitude west 74o-59.7 ' on the U.S. Geo-logical Survey 7.5 minute series topographic map "Roscoe,New York". The Location Map on page i indicates wherethe dam is situated.

c. Size Classification

The maximum height of the dam is 17 feet and the maximumstorage capacity is 370 acre-feet at the top of dam.Therefore, Lake MLskoday Dam is classified as a "Small"dam as defined by the Recommended Guidelines for SafetyInspection of Dams.

d. Hazard Classification

There are three roads and approximately 4 dwellings with-in the dam failure flood hazard area. Therefore, the damis in the "High" hazard category as defined by the Recom-mended Guidelines for Safety Inspection of Dams.

e. Ownership

The dam is owned by the Lake Muskoday Bungalow Colony,Inc. The address is as follows:

Owner

Contact: Ms. Dorothy B. Graham, SecretaryLake Muskoday Bungalow Colony, Inc.Lake MuskodayRoscoe, New York 12776

f. Purpose

The primary purpose of this dam is to maintain the waterlevel of the lake for recreational use.

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g. Design and Construction History

The dam was constructed in 1925. Some design data isdocumented in the application for the construction of thedam dated January 22, 1924 which is included in AppendixD. No other design or construction history data was ob-tained.

The only major post construction modification noted wasthe addition of riprap and stone masonry to the dam in1975 and 1976.

h. Normal Operating Procedure

There are no regular operating procedures for this dam.The normal water level in the lake is maintained by thecrest elevation of the spillway weir at 1843.0 (NGVD).

1.3 PERTINENT DATA

a. Drainage Area (Square Miles) 4.45

b. Discharge at Dam Site (CFS)

- Top of Dam 189- Crest of Overflow Spillway

c. Elevations (NGVD - estimated)

- Top of Dam 1845.6- Crest of Overflow Spillway 1843.0- Reservoir Drain (outlet invert) 1839.3+

d. Reservoir Surface Area (Acres)

- Top of Dam 57- Crest of Overflow Spillway 50

e. Storage (Acre-Feet)

- Top of Dam 370

- Crest of Overflow Spillway 240

f. Dam

- Type: Stone fill between stonemasonry and concrete wallsand a concrete cutoff witha rockfill downstream slope

- Length (Feet) 155- Upstream Slope (H:V) varies- Downstream Slope (H:V) 2.0-3.0:1- Crest Width (Feet) 20

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g. Overflow Spillway

- Type: Concrete weir with con-crete abutments and arockfill apron

- Length (Feet) 17.4

- Width (Feet) 20- Side Slopes (H:V) vertical- Channel Bottom Slopes (Feet/Foot)

- Control: None

h. Reservoir Drain

- Type: 24 inch diameter corru-gated metal pipe (25feet long)

- Control: "Stopboards"

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SECTION 2 -ENGINEERING DATA

2.1 GEOTECHNICAL DATA

a. Geology

The Lake Muskoday Dam is located on Trout Brook, a north-westerly flowing tributary to the Beaver Kill, about 4.3miles southwest of the village of Roscoe, a short dis-tance south of' the Delaware-Sullivan county line, in theCatskill Mountain subprovince of the Appalachian (Alle-gheny) Plateau physiographic province of New York State.

The topography in the area ranges from elevation 1840 atthe downstream toe of the dam to approximately elevation2200 at the summits of' the hills surrounding the dam andlake area.

The underlying bedrock at the site consists of' the SlideMountain Formation belonging to the Upper Devonian WestFalls Group. This formation is the terrestrial depositof' the Catskill Delta and consists of' a medium to coarse-grained, red, silty sandstone and conglomerate containingminor amounts of red silty shale. It was derived from acombination of distributary channel, floodplain, andbeach deposits.

Above the bedrock, the valley bottom and side slopes aremantled by a heterogeneous mixture of clay, silt, sandand rock fragments known as glacial till, deposited atthe base of ice sheets which once covered the region.

b. Subsurface Conditions

There is no record of subsurface explorations at the siteof Lake Muskoday Dam; however, the original applicationfor construction of the dam, dated January 22, 1924 andincluded in Appendix D, refers to "clay on surface withhard pan about 2 ft." down.

2.2 DESIGN RECORDS

Some design information from the original application for theconstruction of the dam is included in Appendix D. No otherdesign records were obtained.

2.3 CONSTRUCTION RECORDS

This dam was constructed in 1925. A plan, and sections ofthe dam are included on page D-9 in Appendix D. No otherconstruction records were obtained.

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2.4 OPERATION RECORDS

No operation records were obtained for this dam.

2.5 EVALUATION OF DATA

The data presented herein was obtained from the files of theNew York State Department of Environmental Conservation(DEC). This information appears to be reliable and adequatefor the purposes of a Phase I Inspection Report.

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SECTION 3 -VISUAL INSPECTION

3.1 FINDINGS

a. General

A visual inspection of the Lake Muskoday Dam was conduc-ted on April 8, 981. The weather was sunny and the tem-perature was 60. F. At the time at the inspection, waterwas flowing in the overflow spillway (See Photos No. 7and 9).

b. Dam

The masonry and stone fill dam structure is generally infair condition (See Photos No. 4 and 5). There was novisible evidence of significant lateral movement or set-tlement, or major erosion, but there was moderate waterflow from the rockfill on either side of the spillway.

The following specific items were noted:

1. Water flow estimated at a rate greater than 40 gal-lons per minute (GPM) was exiting from the rockfillon either side of the spillway 2 to 2.5 feet abovethe downstream water level (See Photo No. 12).Spillway discharge may have dispersed laterally amongthe rocks to contribute to this flow, but some ap-peared to come from the dam structure. While sedi-ment was not evident in the flow, there was some me-dium to fine sand on the channel bottom where thewater velocity slowed.

2. There has been local erosion of the upstream earthenembankment at and slightly above the waterline, ap-parently due to wave action (See Photo No. 6). oc-casional exposed rocks may be partial riprap protec-tion.

3. The partially-paved roadway along the dam crest haslocal shallow potholes, apparently due to traffic un-der wet conditions (See Photo No. 3).

4. At either end of the dam, the downstream rockfillslope has weeds and brush, some debris and at leastone tree among the rock fragments (See Photos No. 10and 11).

5. The swale between the downstream slope and the rightabutment has undergone some erosion where the road-side ditch drains into the stream.

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c. Overflow Spillway

The overflow spillway consists of a 17.4 foot wide broad-crested weir and rockfill apron (See Photos No. 8 and 9).A timber plank and steel beam bridge spans the weir,which was free of debris and in good condition at thetime of inspection.

d. Downstream Channel

The natural channel downstream from the dam has a widthof 25+ feet (See Photo No. 13). The stream contains rif-fles and pools with bed material ranging in gradationfrom fine to coarse gravel with some cobbles. Immediate-ly downstream of the dam, the bank stability is good andthere are no channel obstructions.

e. Reservoir - Storage Pool Area

The lake shoreline is generally wooded or developed withcabins; it ranges from gently to steep sloping, but thesteeper portions are rock-controlled and there is no sig-nificant possibility of landslides into the lake affect-ing the safety of the dam.

3.2 EVALUATION OF OBSERVATIONS

"----- The visual inspection revealed several deficiencies on thisstructure: The following observations were made:

&.- :)Water flow estimated at greater than 40 GPM was exitingfrom the rockfill on either side of the overflow spill-way.j

CAt and slightly above the waterline, there was local ero-sion of the upstream embankment.

O.-3)The partially-paved roadway along the dam crest has lo-cal, shallow potholes.

4. - At both ends of the dam, the downstream rockfill slopehas weeds, brush, some debris and at least one tree amongthe rock fragments,

1 5The swale between the downstream slope and the rightabutment has undergone some erosion._

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SECTION 4 - OPERATION AND MAINTENANCE PROCEDURES

4.1 PROCEDURES

The normal water surface level is maintained by the crest ofthe spillway weir at elevation 1843.0 CNGVD). No operationalprocedures are in effect at this time.

4.2 MAINTENANCE OF DAM

There was no evidence of any routine maintenance operationsdirected toward the Lake Muskoday Dam structure; however, theroadway and the upstream grassed areas do appear to be main-tained. In addition, a September, 1975 letter to the Stateindicates that the downstream rockf ill may have been placedin 1975 or 1976 to reinforce the dam.

4.3 WARNING SYSTEM

No warning system is presently in effect.

4.14 EVALUATION

Presently, no operation or maintenance procedures are in ef-fect for this dam. Therefore, a program of regular operationand maintenance procedures should be implemented.

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SECTION 5 - HYDROLOGIC/HYDRAULIC

5.1 DRAINAGE AREA CHARACTERISTICS

The dam is located in the Town of Fremont on Trout Brook, ap-proximately 7.9 miles upstream of the Beaver Kill. The Bea-ver Kill joins the Delaware River near the village of Han-cock, approximately sixty-nine miles upstream of Port Jervis,New York.

The watershed (shown on the Watershed Map on Page C-5 in Ap-pendix C) consists of 2,847 acres (4.45 square miles) of rol-ling to hilly uplands with typical slopes of 10 percent.Land within the watershed is primarily undeveloped with ex-tensive woodlands. Tennanah Lake, which has a surface areaof 166 acres (0.26 square miles), is located within the wa-tershed 1.5± miles upstream of Lake Muskoday Dam. The onlyother major upstream storage area is a swamp which has anarea of approximately 35 acres and is situated on a tributaryto Tennanah Lake.

The watercourse upon which the reservoir is located, is a pe-rennial stream with a typical flow width of 25 feet and atypical flow depth of 8 inches.

5.2 ANALYSIS CRITERIA

The purpose of the hydrologic/hydraulic analysis is to evalu-ate the spillway capacity and the potential for overtopping.The analysis of the spillway capacity of the dam and storageof the reservoir was performed using the Corps of Engineers'HEC-1 Computer Model - Dam Safety Version. The procedure in-cluded determining the Probable Maximum Flood (PMF) runofffrom the watershed and routing the inflow hydrograph throughthe impoundment to determine the outflow hydrograph. Theunit hydrograph was defined by the Snyder Synthetic Unit Hy-drograph method, and the Modified Puls routing procedure wasincorporated.

The initial rainfall loss was assumed to be 1.0 inches, andthe uniform rainfall loss was assumed to be 0.1 inches perhour. In accordance with recommended guidelines of the Corpsof Engineers, the Probable Maximum Precipitation (PMP) was20.7 inches (24 hour duration, 200 square mile area).

The analysis was conducted for both the full PMF and for sev-eral fractional PMF conditions. The PMF inflow of 5,138 CFSwas routed through the reservoir and the peak outflow was de-termined to be 4,687 CFS.

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5.3 SPILLWAY CAPACITY

The total outlet capacity is the discharge from the overflowspillway.

The overflow spillway consists of a 17.4 foot wide broad-crested concrete weir and a rockfill apron. The weir is di-vided into two sections, one 8.5 feet wide and the other 8.9feet wide, which are separated by a concrete pier for thebridge.

The stage discharge data for the overflow spillway capacitywas calculated for the stages tabulated below:

Stage Discharge Capacity Element(Feet) (CFS) of Structure

1843.0 0 Overflow SpillwayCrest

1843.5 191844.0 52 --1844.5 961844.7 116 Bottom of Bridge1844.0 13218415.a 1661845.6 189 Top of Dam

The total spillway capacity at the top of dam is 189 CFS.

5.4 RESERVOIR CAPACITY

The storage capacity of the lake was obtained from the appli-cation for the reconstruction of the dam dated May 21, 1937for the stages indicated below:

Stage Storage Storage(Feet) (Acre-Feet) (Inches of Runoff)

1843.0 240 1.011845.6 370 1.56

5.5 FLOODS OF RECORD

No data regarding flood levels was obtained for this dam.

5.6 OVERTOPPING POTENTIAL

The results of the HEC-i DB computer analysis indicate thatthe crest of the dam is overtopped by all storms exceeding 11percent of the PMF event. The PMF discharge rate of 4,687cubic feet per second (CFS) would occur at a peak flood stageof 1850.9 feet, which is 5.3 feet above the crest of the dam.

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The results of the analysis are tabulated below:

MaximumPeak Peak Stage

Flood Inflow Outflow ElevationCondition (CFS) (CFS) (NGVD)

0.5 PMF 2566 2242 1848.7

1.0 PMF 5138 4687 1850.9

5.7 EVALUATION

Using the Corps of Engineers' screening criteria for the ini-tial review of spillway adequacy, it has been determined thatthe capacity of the overflow spillway is not adequate to passeither the full PMF or one half the PMF; only approximately11 percent of the outflow from the PMF can be safely passedbefore overtopping will occur. The PMF event would overtopthe dam for a duration of 22.5 hours and the maximum depth offlow over the crest would be 5.3 feet. It is estimated thatbreaching of the dam as a result of overtopping, would causewater surface levels downstream to reach depths which wouldpose significant danger to residents. Therefore, the spill-way is adjudged to be seriously inadequate and the dam isassessed as unsafe, nonemergency.

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SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations

There was no visible evidence of' major settlement or lat-eral movement of' the upstream concrete wall, or overallstructural instability of' the dam during the site exami-nation. The f'low f'rom beneath the downstream rockf'ill oneither side of' the overf'low spillway is not an immediatereason to question the static structural stability of' thedam, but it could adversely af'fect stability if' there isactive erosion of' foundation soil.

b. Design and Construction Data

The 1924~ and 1975 sketches of' Lake Muskoday Dam includedin Appendix D, show a conf'iguration f'or the dam and over-f'low spillway that generally corresponds to the condi-tions observed during the visual examination on April 8,1981.

There is no construction data to conf'irm the actual phys-ical properties and conf'iguration of' the stone f'ill inthe dam structure. However, the dam proportions includ-ing the downstream rockf'ill are considered to be reason-able f'or the height of' the structure and theref'ore, thedam would be expected to have adequate saf'ety marginswith respect to stability under static loading condi-tions.

c. Operating Records

No operating records were obtained f'or Lake Muskoday Dam.

d. Post Construction Changes

The only major post construction modif'ication noted wasthe addition of' riprap and stone masonry to the dam in1975 and 1976.

e. Seismic Stability

The Lake Muskoday Dam is located in Seismic Zone 1 and inaccordance with recommended Phase I guidelines does notrequire seismic analysis.

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SECTION 7 - ASSESSMENT/RECOMMENDATIONS

7.1 ASSESSMENT

a. Condition

On the basis of the visual examination, there were nosigns of impending structural failure or other conditionswhich would warrant urgent remedial action; however, theapparent seepage flow is a significant deficiency whichshould have further investigation.

b. Adequacy of Information

The evaluation of this dam is based primarily on visualexamination, reference to the 1924! and 1975 sketches, ap-proximate hydraulic and hydrologic computations, and ap-plication of engineering judgement. The available infor-mation that was obtained is adequate for the purposes ofa Phase I assessment.

c. Need for Additional Investigations

It is recommended that the following additional investi-gations be performed by a registered professional engi-neer engaged by the owner:

1. Conduct a detailed hydrologic and hydraulic analysisto more accu-rately determine the site specific char-acteristics of the watershed.

2. Investigate the water flow that was evident in thedownstream rockfill on either side of the spillway,including observation when lake levels vary, and de-termine the source of the flow, evaluate the poten-tial for dam instability or failure and recommend re-medial measures, if appropriate.

d. Urgency

It is recommended that within 3 months of the final ap-proval date of this report, both additional investiga-tions should be initiated and within 18 months, appropri-ate remedial measures should be completed. In the inter-im, a plan for providing around-the-clock surveillance ofthe dam during periods of unusually heavy precipitationshould be developed and implemented. The recommendedcorrective measures presented in Section 7.2 should becompleted within 12 months of final approval.

114

7.2 RECOMMENDED MEASURES

It is considered important that the following items be accom-plished in addition to any items required as a result of theadditional investigations recommended in Section 7.1c:

a. Clear brush, trees and debris from the downstream rock-fill, and recut at least annually to maintain the clearedcondition.

b. Fill and regrade the local potholes on the dam crest, andgrade the roadway and its side ditches to avoid detrimen-tal erosion at the dam.

c. Place rockfill or riprap erosion protection where theupstream earthen embankment has been eroded by wave ac-tion.

d. Develop and implement a flood warning and emergency evac-uation plan to alert downstream residents in the eventconditions occur which could result in failure of thedam.

e. A program for regular maintenance should be developed andimplemented.

4 15

I

II

I

Ir APPENDIX A

PHOTOGRAPHS

I

II

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A-I1I0

PHOTO #2: Overview of beach area andimpoundment

II

PHOTO #3: Crest of dam looking toward rightabutment

I A-2

-- , ;I

III

I

PHOTO #4: Overview of upstream face of dam

1I

I

1I

PHOTO #5: Overview of downstream face of damIj A-3

IIIIII

I PHOTO #6: Upstream face of dam1II1IIIII

PHOTO #7: Downstream face of dam

I* A-4

1IIIII

1 PHOTO #8: Spiliway from upstream1IIIIIIII

PHOTO #9 Spiliway from downstream

* A5

*

PHOTO #10: Rockfill on downstream slope atright abutment

PHOTO #11: Rockfill on downstream slope atleft abutment

. I A-6

IQ

I

Imi

I

PHOTO #12: Water flowing from under rockfill atleft abutment

PHT mio

A-7:

1 :

PHOTO #13- Downstream channel conditions

I5 A-7

-- I

II1IIIIII APPENDIX B

VISUAL INSPECTION CHECKLIST

IIII

I. II

.1IIU

VISUAL INSPECTION CHECKLIST

1) Basic Data

a. General

Name of Dam Lake Muskoday Dar

Fed. I.D. # NY 341 DEC Dam No. 147A-413

River Basin Delaware

Location: Town Fremont County Sullivan

Stream Name Trout Brook

Tributary of Beaver Kill

Latitude (N) 410 - 54.8' Longitude (W) 740 - 59.7'

Stone fill between concrete and stone masonry walls with a concreteType of Dam overflow spillway

Hazard Category High

Date(s) of Inspection April 8, 1981

Weather Conditions Sunny, 600 + F.

Reservoir Level at Time of Inspection Elevation 1483.1 + (NGVD)

b. Inspection PersonnelT.L.Wad & R.h. Criscuolo of Flaherty Giavara Associates, P.C.;

P. L. LeCount of Haley & Aldrich, Inc.; B. McL. Whittingham of Salmon Associates

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

None

d. History:

Date Constructed 1925 Date(s) Reconstructed Never

Designer Unknown

Constructed By Unknown

Owner Lake Muskoday Bungalow Colony, Inc.

B-I

- .. t. .~.... . - ~t .. _______________

2) Embankment

a. Characteristics

(1) Embankment Material Stone fill between stone masonry and

concrete walls

(2) Cutoff Type Concrete wall extends to "hardpan"

(3) Impervious Core Upstream concrete wall

(4) Internal Drainage System None observed

(5) Miscellaneous No comments

b. Crest

(1) Vertical Alignment Good; except for local small depressions (potholes)

(2) Horizontal Alignment Good; substantially straight

(3) Surface Cracks None observed

(4) Miscellaneous Small depressions (potholes) apparently from traffic during

wet conditions; grass at edge of road

c. Upstream Slope

(1) Slope (Estimate - V:H) Irregular

(2) Undesirable Growth or Debris, Animal Burrows Grass above and below embedded

concrete wall; no animal burrows were noted

(3) Sloughing, Subsidence or DepressionsGrsisudctbywvatont

edge of water

B-2

(4) Slope Protection Occasional rock at water's edge, may be result

of erosion

None evident(5) Surface Cracks or Movement at Toe_____________________

d. Downstream Slope

(1) Slope (Estimate - V:H) 1:2 to 1:3

(2) Undesirable Growth or Debris, Animal Burrows Brush, grass and weeds among

large rock fragments and some debris

(3) Sloughing, Subsidence or Depressions Erosion below right abutment where

roadway ditch drains down to stream

(4) Surface Cracks or Movement at Toe -None apparent; although rock slabs below

right abutment may have been displaced

(5) Seepage Moderate flow through rockf ill on either side of spillway (estimated

at 40 GPM for each side); no obvious sediment in flow, but some medium to

fine sand on bottom where velocity decreases

(6) External Drainage System (Ditches, Trenches, Blanket) None observed

(7) Condition Around Outlet Structure Rockf ill slope and apron

(8) Seepage Beyond Toe None evident

e. Abutments - Embankmnent Contact

Left: good condition

Right: good condition

* B-3

Described in 2)d. (3)(1) Erosion at Contact

(2) Seepage Along Contact None obvious; however, seepage through rockfill

described in 2)d.(5) may also be along abutment contacts

3) Drainage System

a. Description of System Broad-crested concrete weir and rockf ill discharge slope

and apron leading to the natural streambed

b. Condition of System Good

c. Discharge from Drainage System Rockfill discharge slope dropping approximately

10 feet from weir to streambed

4) Instrumentation (Monumentation/Surveys, Observation Wells, Weirs, Peizometers, Etc.)

None observed

B-j B-4

1*. - . ., . - . .

5) Reservoir

a. Slopes Rock-controlled steep slopes to gentle, wooded slopes and

lakeside cabins border the impoundment

b. Sedimentation Possible accumulation of sediment behind the dam

c. Unusual Conditions Which Affect Dam None noted

6) Area Downstream of Dam

a. Downstream Hazard (No. of Homes, Highways, etc.) Approximately 4 dwellings,

and three roads are within the dam failure flood hazard area

b. Seepage, Unusual Growth None observed

c. Evidence of Movement Beyond Toe of Dam None evident

d. Condition of Downstream Channel Good; fine to coarse gravel streambed material

with some cobbles; no obstructions

7) Spillway(s) (Including Discharge Conveyance Channel)

Overflow spillway and discharge channel

a. General Overflow spillway and discharge channel handle all flows

b. Condition of Overflow Spillwav Good; no signs of deterioration

B-5

c. Condition of Emergency Spillway Not applicable

d. Condition of Discharge Conveyance Channel Good condition, presently stable

8) Reservoir Drain/Outlet

Type: Pipe X Conduit_________ Other__________

Material: Concrete Metal Corrugated Metal Other

Size: 24 inch Length 25 feet

Invert Elevations: Entrance Submerged Exit 1839.3+ (NGVD)

Physical Condition (Describe): Unobservable__________

Material: Good

Joints: nkonAlignment Good, for visible section

Structural Integrity: Appears to be good

Hydraulic Capability: Appears to be good

Means of Control: Gate" Stop boards" Valve_______ Uncontrolled____

Operation: Operable_______ Inoperable_______ Uncontrolled_____

Present Condition (Describe): Good; however, the"stop boards" were not

removed during the inspection

B-6

9) Structural

a. Concrete Surfaces Concrete of the overflow spillway is in good condition

with only very minor spalling

b. Structural Cracking No evidence of any structural cracks

c. Movement - Horizontal & Vertical Alignment (Settlement) None apparent

d. Junctions with Abutments or Embankments Good condition; one-eighth inch

vertical separation at northeast corner

e. Drains - Foundation, Joint, Face None evident

f. Water Passages, Conduits, Sluices Good condition

g. Seepage or Leakage Described in 2) d. (5)

B-7

h. Joints - Construction, etc. Good condition; but slight mismatch (gap)

between parapet and left end of spillway deck

i. Foundation Inaccessible

J. Abutments See 9) d. above

k. Control Gates None observed

1. Approach & Outlet Channels Not applicable

m. Energy Dissipators (Plunge Pool, etc.) Overflow spillway discharges

to rockfill slope and apron

n. Intake Structures Not applicable

o. Stability Appears to be stable

p. Miscellaneous No comments

B-B

10) Appurtenant Structures (Power House, Lock, Gatehouse, Other)

None observeda. Description and Condition

i

I B-9

SALMON ASSOCIATES .Consulting EngineersB---(1----DATE ----------- BJC LA a~ Ki-----SHEET NO.-----------OF

CHKO. By ---- DATE ---------------------------------------------------------------- Joe NO.

4

~- e 7,

B-10

L1

T

SALMON ASSOCIATES *Consiting Engineers

my ------ ----- DATE ----------- SHEET NO.-----------OFCHICO. BY - DE---------------- --------------------------------------------------- JOB No. ------------

I LT~

AF 11- ''. CV'

I B-11

I4

IIIIIII

i APPENDIX C.HYDROLOGIC/HYDRAULIC ENGINEERING DATA AND COMPUTATIONS

IIIIIIIIII

! ¢ . -. -' ' P ' '

CHECK LIST FOR DAMSHYDROLOGIC AND HYDRAULIC

ENGINEERING DATA

AREA-CAPACITY DATA:

Elevation Surface Area Storage Capacity(ft.) (acres) (acre-ft.)

1) Top of Dar 1845.6 57 370

2) Design High Water(Max. Design Pool) ......

3) Emergency Spillway ......- I

Crest _

4) Pool Level withFlashboards ......

5) Overflow SpillwayCrest 1843.0 50 240

DISCHARGES: Volume(cfs)

1) Average Daily Unknown

2) Overflow Spillway @ Maximum High Water (Top of Dam) 189

3) Emergency Spillway @ Design High Water --

4) Principal Spillway @ Emergency Spillway Crest --

5) Low Level Outlet @ Principal Spillway Crest 25

6) Total (of all facilities) @ Maximum High Water 214

7) Maximum Known Flood Unknown

8) At Time of Inspection 2+

c-i

CREST: ELEVATION: 1845.6 (NGVD)

Type Earthen crest above embankment of stone fill between concrete and stone masonry wall

Width 20 feet Length 155 feet

Spillover Concrete overflow s2illway weir

Location Center of embankment

SPILLWAY:

OVERFLOW EMERGENCY

1843.0 (NGVD) Elevation

Broad-crested weir Type

20 feet Width

Type of ControlWeir Uncontrolled

Controlled

None Type:

(Flashboards; gate)

OneOne_ _ Number

17.4 foot weir Size/Length

Concrete Invert Material

Anticipated LengthContinuously of Operating Service

Unknown Chute Length

Unknown Height BetweenSpillway Crest& Approach ChannelInvert (Weir Flow)

C-2

Type:

Location:

Records:

Date Unknown

Max. Reading Unknown

FLOOD WATER CONTROL SYSTEM:

Warning System None in effect

Method of Controlled Releases (mechanisms) "Stop boards" control the reservoir

drain

C-3

-.

DRAINAGE AREA: 2,847 acres = 4.45 square miles

DRAINAGE BASIN RUNOFF CHARACTERISTICS:

Land Use -Type Rural, Woodlands

Terrain -Relief Rolling to hilly uplands

Surf ace -Soil Glacial till

Runoff Potential (existing or planned extensive alterations to existingsurface or subsurface conditions)

Primarily woodlands with scattered open fields; glacial till soils;

average watershed slope is 10 + percent, some residential homes and

roadways; some future development around lake possible

Potential Sedimentation problem areas (natural or man-made; present or future)

None

Potential Backwater problem areas for levels at maximum storage capacityincluding surcharge storage:

Flooding of some lakeside cabins is possible

Dikes -Floodwalls (overflow & non-overflow) - Low reaches along the reservoirperimeter:

Location: None

Elevation:___________________________________

Reservoir:

Length @ Maximum Pool 4500 + feet =0.9 miles (Miles)

Length of Shoreline (@ Spillway Crest)__10,500 + feet=2.O miles (Miles)

C-4

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0 2000 400 DEAAERIE AI

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