-A9 36 NEW YORK STATE D)EPT OF ENVIRONMENTAL CONSERVATION ALPANY F/S 13/1NATJIONAL DAM S AFETY PRO0GRAM. WINDO VER D AM (I.D NIJMBEP NY 15 0.JUN 80 G KOCH OACW51-79-C 0001

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11111 II III .1.5U~ 1111L2 1.6

MICROCOPY RESOLUTION TEST CHARTNATIONAL BUREAU Of STANDARDS 1963 A

SECURITY CLASSIFICATION Of THIS PAGE Data t'g2tiA

REPORT DOCUMEHTAO PAGE FORE COP'LE'TING FORM". REPORTNUMBER * GOVT ACCESSION NO. & RECIPIENT'S CATALOG NUMBER

1L -TITLE ,.d ,uh.l,) S. TYPE OF REPORT & PERIOD COErEDPhase I Inspection Report Phase I Inspection ReportCe Windover Dam National Dam Safety Program

Upper Hudson River Basin, Warrow County, New York *. PERFORMING oRO. REPORT NUMBER

SInventory No. 1507. AUTHOR(&) A. CONTRACT OR GRANT NUMBER(a)

George Koch V/ DACW-51-79-C-0001

9- PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT, TASKNew York Department of Environmental V AREA & WORK UNIT NUMBERS

S Conservation 50 Wolf RoadAlbany, NY. 12233

I. COIROkLTO OFICE NAME AND ADDRESS tZ. REPORT DATEew or tae Department of Environmental 2 June 1980Conservation 50 Wolf Road 1. NUM'BER OF PAGES

-Albany, NY 1223314. MONITORING AGENCY NAME & ADDRESS(i dhlfl ent fro Controlling Offie) IS. SECURITY CLASS. (of thlut. ,porJtDepartment of the Army26 Federal Plaza New York District, CofE UNCLASSIFIEDNew York, NY 10287 S. OECLASSIFICATON/DOWGRDO&G

16. DISTRIBUTION STATEMENT (of thle Report)

Approved for public release; Distribution unlimited.

* I?. DISTRIBUTION STATEMffMT (of Iem sobtet entered In Slee 20. It diffom Renti)t " -•

-"

"i:"i ,, dIELEC, .71

. .1S. SUPPLEMENTARY NOTES

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St. EYW91R0s (CW rMV-V9ffsW~~Iuu~lt by Hoc* 0-h-e)Da blty.. National Dam Salfety Program ' indover Dan

Visual inspection Warren CountyQ Hydrology, Structural Stability . Baker Brook

211 AiSTRACr( me iSmesve ebb i--',,_..., -- .. w atk ,,._.This report provides information and analysis on the physical condition of the

* !4 dam as of the report date, Informatiou and analysis are based on visualinspection of the dam by the performing organization.

. The examination of documents and the visual inspection of Windover Dam did

.. not reveal conditions which constitute an imediate hazard to human life orproperty. .owever, the dam has some deficiencies which require further

N remedial action.no 0" 1473 Ummor ov mem""t ssai

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SECURITY CLASSIFICATION OF THIS PAGE(Men Data Enbed)

Using the Corps of Engineers "screening criteria" for the initial reviewof spillway adequacy, it has been determined that the embankment would beovertopped for all storms in excess of 37% of the PF (Probable Maximum Flood).

* The spillway is, therefore, adjudged as "seriously inadequate" and the dam isassessed as unsafe, non-emergency.

The classification of "unsafe" applied to a dam because of a seriouslyinadequate" spillway is not meant to connote the same degree of emergency aswould be associated with an "unsafe" classification applied for a structuraldeficiency. It does mean that there appears to be a serious deficiency in

*spillway capacity and if a severe storm were to occur, overtopping and failureof the dam could take place, significantly increasing the hazard to loss of lifedownstream of the dam.

It is, therefore recommended that within 3 months of notification to theowner, detailed hydrological hydraulic investigations of the structure shouldbe undertaken to more accurately determine the site specific characteristicsof the watershed and their affect upon the overtopping potential of the dam.The results of these investigations will determine the appropriate remedialmeasures which will be required to achieve a spillway capacity adequate todischarge the outflow from at least the 112 PMF. In the interim, a detailedemergency action plan must be developed and implemented during periods ofunusually heavy precipitation. Also, around-the-clock surveillance of thestructure must be provided during these periods.

The structural stability analysis indicates that the factors of safetyare not acceptable, therefore, an investigation of the structural stability ofthe spillway portion of the dam is required. This investigation will determinethe type and extent of remedial measures required.

ShIa In addition the dam has a number of problem areas, which if left uncorrectedhave the potential for the development of hazardous conditions and must becorrected within 1 year. These areas are:

1. Monitor the downstream slope of the right embankment at bi-weeklyIntervals to ascertain if movement is ongoing.

2. Monitor the seepage at the toe of the slope of the right embankment. . at bi-weekly intervals with the aid of weirs.

3. Repair the eroded upstream slope with riprap.

4. Backfill the depressions observed at the toe of the left embankment,and at the crest of the embankment-adjacent to the spillway walls.Also repair the eroded areas adjacent to the downstream toe of thespillway buttresses with riprap.

6. Repair all cracked concrete and recaulk all joints.

6. Return the reservoir drain to operating condition. .

7. Remove all tree and brush growth on the embankment surfaces and along

the banks of. the immediate downstream channel i Provide a program ofperiodic cutting and mowing of the embankment surfaces and downstream• channel.

Ie ,.& OF T

moeumlY CLASS.ICAtmo @rTHIS PASW.e

UPPER HUDSON RIVER BASIN

WINDOVER DAMWARREN COUNTY NEW YORK

INVENTORY NO. N.Y. 150

I PHASE I INSPECTION REPORTJ NATIONAL DAM SAFETY PROGRAM

aAc .....i TTS C7.I) DTT'7 TA B

~U.. nouncedjustification-

Dit r i .ton/

Dist

NEW YORK DISTRICT CORPS OF ENGINEERS

MARCH 1980

APPROV~FT)A PUSLIPLEAP029

4': CONTRAG1 . Lm-',i"7 lOO0 t

DISCLAIMER NOTICE

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

P'REFACE

This report is prepared under guidance contained in theRecommnended Guidelines for Safety Inspection of Dams, for Phase IInvestigations. Copies of these guidelines may be obtained fromthe Office of Chief of Engineers, Washington, D.C. 20314&. Thepurpose of a Phase I Investigation is to identify expeditiouslythose deams which may pose hazards to human life or property. Theassessment of the general condition of the dean is based uponavailable data and visual inspections. Detailed invrestigation,and analyses involving topographic mapping, subsurface investigations,testing, and detailed computational evaluations are beyond the scopeof a Phase I Investigation; however, the investigation is intendedto 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 available tothe inspection team. In cases where the reservoir was lowered ordrained 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 otherwisebe detectable if inspected under the normal operating environmentof the structure.

It is important to note that the condition of a dam depends onnumerous and constantly changing internal and external conditions,and is evolutionary in nature. It would be incorrect to assume thatthe present condition of the dam will continue to represent thecondition of the dam at some point in the future. Only throughfrequent inspections can unsafe conditions be detected and onlythrough continued care and maintenance can these conditions beprevented or corrected.

Phase I inspections are not intended to provide detailedhydrologic and hydraulic aniaglyses. In accordance with the establishedGuidelines, the Spillway- Test flood is based on the estimated"'Probable Maximum Flood" for the region (greatest reasonably possiblestorm runoff), or fractions thereof. Because of the magnitude andrarity of such a storm event, a finding that a spillway will notpass the test flood should not be interpreted as necessarily posinga highly inadequate condition. The test flood provides a measureof relative spillway capacity and serves as an aide in deteivmingthe need for more detailed hydrologic and hydraulic studies,considering the size of the dam, its general condition and thedownstream damage potential.

A''

NDOV RPRE 18~ )N PriW sRK2'

ASSESSMENT PAGE NO.

OVERVIEW PHOTOGRAPH

-PROJECT 1NWORNATION

1.1 GENERAL T

1.2 DESCRIPTION OF PROJECT D .- - - ,

1.3 PERTINENT DATA 2

2 ENGINEERING DATA 32.1 GEOLOGY 3

2.2 SUBSURFACE INVESTIGATION 3

2.3 DAM AND APPURTENANT STRUCTURES 3

2.4 CONSTRUCTION RECORDS 4

2.5 OPERATION RECORD 42.6 EVALUATION OF DATA 4

3 VISUAL INSPECTION 5

3.1 FINDINGS 5

3.2 EVALUATION OF OBSERVATIONS 6

4 OPERATION AND MAINTENANCE PROCEDURE 8

4.1 PROCEDURES 84.2 M4AINTENANCE OF THE DAM 8

4.3 WARNING SYSTEM 8

4.4 EVALUATION 8

'Ir -. ,Am~l~avwoImm

PAGE NO.

5 HYDRAULIC/HYDROLOGIC 9

5.1 DRAINAGE AREA 9

5.2 ANALYSIS CRITERIA 9

5.3 SPILLWAY CAPACITY 9

5.4 RESERVOIR CAPACITY 9

5.5 FLOODS OF RECORD 9

5.6 OVERTOPPING POTENTIAL 9

5.7 EVALUATION 9

6 STRUCTURAL STABILITY 11

6.1 EVALUATION OF STRUCTURAL STABILITY 11

6.2 STRUCTURAL STABILITY ANALYSIS 11

7 ASSESSMENT/RECOMMENDATIONS 13

7.1 ASSESSMENT 13

7.2 RECOMMENDED MEASURES 14

APPENDIX

A. PHOTOGRAPHS

B. VISUAL INSPECTION CHECKLIST

C. HYDROLOGIC/HYDRAULIC ENGINEERING DATA AND COMPUTATIONS

0. REFERENCES

E. STRUCTURAL STABILITY

F. DRAWINGS

[

Phase I Inspection ReportNational Dam Safety Program

Name of Dam: WEtndover 1.0. No. NY 150

State Located: New York

County: Warn

Watershed: Upper Hudson River

Stream: Baker Brook (trib. of North Creek)

Dates of Inspection: November 29 and Decmber 6. 1979

ASSESSMENT -'

The examination of documents and the visual Inspection of Windover Dam didnot reveal conditions which constitute an imediate hazard to human life orproperty. However, the dam has some deficiencies which require furtherinvestigation and remedial action.

Using the Corps of Engineers uscreening criteria" for the initial reviewof spillway adequacy, it has been determined that the embankment would beovertopped for all storms in excess of 37% of the PMF (Probable Maximm Flood).The spillway is, therefore, adjudged as "seriously inadequate" and the dam isassessed as unsafe, non-emergency./

The classification of "unsafe" applied to a dam because of a "seriouslyInadequate* spillway is not meant to connote the same degree of emergency aswould be associated with an "unsafe" classification applied for a structuraldeficiency. It does mean that there appears to be a serious deficiency inspillway capacity and if a severe storm were to occur, overtopping and failureof the dam could take place, significantly increasing the hazard to loss of lifedownstream of the dam.

It is* therefore recommended that within 3 months of notification to theowner, detailed hydrological hydraulic investigations of the structure shouldbe undertaken to more accurately determine the site specific characteristicsof the watershed and their affect upon the overtopping potential of the dam.The results of these investigatdons will determine the appropriate remedialmeasures which will be required to achieve a spillway capacity adequate todischarge the outflow from at least the 1/2 PW. In the interim, a detailedemergency action plan must be developed and implemented during periods ofunusually heavy precipitation. Also, around-the-clock surveillance of thestructure must be provided during these periods.

The structural stability analysis Indicates that the factors of safetyare not acceptable, therefore, an Investigation of the structural stability ofthe spillway portion of the dam is required. This investigation will determinethe type and extent of ramedial measures required.

In addition the dam has a number of problem areas, which if left uncorrected,have the potential for the development of hazardous conditions and must becorrected within 1 year. These areas are:

1. Monitor the downstream slope of the right embankment at bi-weeklyintervals to ascertain if movement is ongoing.

2. Monitor the seepage at the toe of the slope of the right embankment

at bi-weekly intervals with the aid of weirs.

3. Repair the eroded upstream slope with riprap.

4. Backfill the depressions observed at the toe of the left embankment,and at the crest of the embankment-adjacent to the spillway walls.Also repair the eroded areas adjacent to the downstream toe of thespillway buttresses with riprap.

5. Repair all cracked concrete and recaulk all joints.

6. Return the reservoir drain to operating condition.

7. Remove all tree and brush growth on the embankment surfaces and alongthe banks of the immediate downstream channel. Provide a program ofperiodic cutting and mowing of the embankment surfaces and downstreamchannel.

8. Provide a program of periodic inspection and maintenance of the dam andappurtenances, including yearly operation and lubrication of the reservoirdrain system. Document this information for future reference. Theaforementioned emergency action plan should be maintained and updatedperiodically during the life of the structure.

George K~och"Chief, Dam Safety SectionNew York State Departmentof Environmental Conservation

NY License No. 45937

Approved By: Col.-C~: H. Benn

New York District Engineer

Date:

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PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAMWINDOVER DAM I.D. No. NY 150

DEC #186-1322 UPPER HUDSON RIVER BASINWARREN COUNTY, NEW YORK

SECTION 1: PROJECT INFORMATION

1.1 GENERAL

a. AuthortThe Phase 1inspection reported herein was authorized by the Departmentof the Army, New York District, Corps of Engineers, to fulfill the re-quirements of the National Dam Inspection Act, Public Law 92-367.

b. Purpose of InspectionEvaluation of the existing conditions of the subject dam to identifydeficiencies and hazardous conditions, determine if they constitutehazards to human life and property and recommend measures where necessary.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and AppurtenancesWindover dam consists of 2 earth embankments abutting a 140 feet longconcrete capped masonry spillway, the maximum height of which is 15 feet.The left embankment is 75 feet long and the right embankment is 125 feetlong. The crest width is 5 feet. The upstream slope is 1 vertical on3 horizontal and the downstream slope is 1 on 2. A reservoir drain islocated near the left end of the spillway. -- /

b. LocationThe dam isTocated on Baker Brook, a tributary North Creek and the HudsonRiver, approx.imately 0.5 miles west of the Village of Sodom, New York.

c. SizeThedaimis 15 feet high and impounds approximately 500 acre-feet. The damis classified as "small" in size.

d. Hazard ClatsificationThe dam is classified as high hazard because of its location, about 0.5miles above the Village of Sodam, New York.

e. OwnershipThe dam is owned and operated by Messers Thomas, Stewart and H.B. Hudnut.Mr. H.B. Hudnut Jr. resides at 27 Horicon Avenue, Glens Falls, New York 12801.Tel: (518)793-6922.

f. Purpose of Dam

The dam IS used for recreational purposes.

q. Design and Construction HistoryThe dam was constructed about 1916 to form a trout pond and provide powerfor a small saw mill. Between 1927 and 1931, 4 feet of concrete was addedto the height of the spillway to increase the lake size. The dam wasreported to have failed in 1943 during a flash:flood. No record of lossof life or property damage was reported. In 1948 the dam was extensivelyreconstructed by B.A. Burton, Contractor, Brant Lake, N.Y. under the directionof the owner W.H. Hudnut, Jr.

h. Normal Operating ProceduresAll flows are discharged over the spillway. The reservoir drati system isnot operational.

1.3 PERTINENT DATA

a. Drainage Area (sq. mi.) 8.0

b. Elevations (ft. USGS Datum)Top of Dam 1514.0Spillway Crest 1510.0Invert of Reservoir Drain N/A

c. Reservoir (acres; acre ft.)Surface A Top of Dam 105. AcresSurface Area @ Spillway Crest 99.6 AcresStorage @ Top of Dam 855. Acre Ft.Storage @ Spillway Crest 505. Acre Ft.

d. DamType. Homogeneous earth with concrete core wall.

Length (ft): 200.Upstream Slope: 1:3Downstream Slope: 1:2Crest Width (ft): 5.0

e. SpillwType: Ungated, masonary and stone crest with a concrete cap.

Weir length (ft): 140.0Spillway Capacity @ Top of Dam (cfs): 4032.0

f. Reservoir Drain: original sluice was plugged with concrete; presentlythere is a reported metal pipe in place of the sluicebut is bolted closed therefore inoperable in case ofemergency dra*-down.

II I

SECTION 2: ENGINEERING DATA

2.1 GEOLOGY

Windover Dam is located in the "Adirondack Highlands" physiographicprovince of New York State. The highest mountains in the State occurin this province, with an average relief of 2,000 feet. North, west,and south of the High Peaks region (east-central part of the province)elevations decrease gradually; east eo the Champlain lowland, the slopeis more abrupt. The Adirondacks are transacted by long, northeast -southwest lineaments, representing shear zones or major falts. Thelineaments frequently control drainage and the shape of land forms.Many lakes follow geologle;contacts, or are confined to valleys alongweak metasedimentary rocks. Because glacial depodits have clogged thenormal radial drainage, lower areas are dotted with lakes, ponds, andswamps.

The landforms present are largely bedrock-controlled. The High Peaksare underlain solely by anorthosite. The remainder of the Central Highlandsis *composed of granite and syenitic gneisses which are not as erosionresistant as the High Peaks. Metasedimentary rocks, the least resistanttype of rocks, are more local in distribution and occur in valleys. The"landforms and Bedrock Geology of New York State" map prepared by theUniversity of the State of New York indicates that the bedrock in thevicinity of the dam is Metasedimentary and Metavolcanic rocks (marble,calc-silicate rocks, quartzite and various para gneisses) of Precambrianorigin (prior to 570 million years ago). Their sedimentary precursorslimestones, impure limestones, quartz sandstones, and shales respectively-originally were deposited as horizontal beds in a shallow sea.

2.2 SUBSURFACE INVESTIGATION

No subsurface investigation could be located for the dam. However, the"General Soil Map of New York State" prepared by the Cornell UniversityAgriculture Experiment Station indicates that the surficial soils in thevicinity of the dam are Becket, Berkshire and Potsdam soils of glacialtill origin.

These soils are formed on mostly thick glacial till from the aforementionedbedrock types (see 2.1 Geology). The soils are stony and bouldery siltysands. Overall drainage is good, but due to the lack of clay type particlessoil erosion is common. Permeability is moderate to rapid.

2.3 DAM AND APPURTENANT STRUCTURES

The dam was constructed about 1916 and consisted of a masonry and concretestructure approximately 10 feet in height. A moulded concrete sluice

. served as a reservoir drain near the left end of the spillway. An additionalsluice at the extreme left end of the spillway served as an intake for a2 feet square penstock, which supplied a small sawmill. This mill waslocated immediately below the dam at the left abutment. Ice damage duringthe spring of 1918 necessitated repairs to the dam. Between 1927 and 1931,4 feet of concrete was added to the spillway. Subsequent to a failure ofthe dam (right masonry portion) during a storm in 1943, the structure wasrebuilt (1948) incorporating earth embankments in the construction. Theseembanlaents were placed on the upstream and downstream sides of the remaining

M3-

portions of the masonry sections of the dam.

2.4 CONSTRUCTION RECORDS

The limited construction and reconstruction information which isavailable is included in Appendix F, Drawings.

2.5 OPERATION RECORD

No operation information is available.

2.6 EVALUATION OF DATA

Some of the data presented in this report has been made available byDr. Herbert B. Hudnut, Jr. This information has been invaluable inpreparation of this report and appears adequate and reliable forPhase I Inspection purposes.

SECTION 3: VISUAL INSPECT*DQON

3.1 FINDINGS

a. GeneralVisual inspection of Windover Dam and the surrounding watershed wasconducted on November 29 and December 6, 1979. The weather was partlycloudy and the temperature ranged in the thirties. The reservoir levelat the time of the inspections was approximately 1510.25 or 0.25 feetabove the spillway crest.

b. EmbankmentThe earth embankment shows certain signs of distress which requiremonitoring to determine the severity of the problem area. The upstreamslope is eroded from wave action above spillway crest elevation.(See Photos #6, 7, & 10) Trees on the upstream slope were evident, andone of these, near the right spillway buttress, was undermined and bowed(See Photos #1, 3 & 10) indicating 'movement of the root system duringits-life. On the downstream slope of the right embankment near thespillway numerous mature trees were bowed (See Photo #11), also indicatingsome past movement of the slope. No evidence could be discovered whichwould indicate that any current movement is in progress. This area wasreported to have experienced a failure during a 1943 storm. The area wasrebuilt in 1948 and no further problems were reported.

The downstream slope of the left embankment appears to be steeper thanthat of the right embankment, which may be the cause of an erosion areabeginning at the crest of the dam and extending toward the toe of slope.(See Photo #8) Removal of trees and seeding of the area should eliminatethis problem. At the toe of the dam several depressions were observednear the roots of a tree. (See Photo #9) No active movement or seepagecould be discerned. Since this area was in the vicinity of the foundationfor the old sawmuill the depressions could be related to settlement aroundits foundation.

The crest of the emibankments appears to be in good condition. Somedistortion of the embankment crest near the spillway buttresses was noted..During discussions with the owner, it was learned that the owner hadexcavated in this area, attempting to locate the core wall. The core wallwas discovered in the right embankment, but not in the left.

seage was observed eminating from an area near the toe of the rightembankment beneath a pile of brush. The flow, estimated to be 2 to 3gallons per minute, had a rusty appearance. However, no migration offines could be discerned. (See Photo 112)

d. Si I wyThe pilway is a concrete capped masonry structure located between the

two earth embankments. (See Photos #1 thru 5) The spillway is generallyin good condition with only some minor evidence of concrete cracking. Theleft spillway buttress, on the upstream side, was tipped toward the spillwayapproximately 1/4 inch. No evidence of current movement was apparent.

e. Reservoir DrainThe reservoir drain, located near the left side of the spillway, wasreconstructed in 1948. This drain has not been operated for many years.A detailed inspection of the drain could not be conducted due to the spillwaydischarge.

f. Downstream ChannelThe downstream channel immediately below the dam is bouldery and overgrownwith trees. (See Photo #13) Some erosion of the original grade below thespillway buttresses was observed. This erosion is believed to be due tothe flow restrictive nature of the boulders and vegetation.

g. ReservoirThere are no visible signs of Instability or sedimentation problems in thereservoir area.

3.2 EVALUATION OF OBSERVATIONS

Significant conditions were observed which require investigation todetermine if remedial action is required to insure-the stability of thedam and appurtenances. The following is a summary of the problem areasencountered, in order of importance, with the appropriate recommendedaction:

1. The bowing of trees on the right embankment near the spillway indicatethat movement of the slope has occurred. This area should be monitoredat bi-weekly intervals with the aid of survey equipment to asertain ifongoing movement is occurring.

2. The seepage observed at the toe of the right embankment, should bemonitored at bi-weekly intervals with the aid of weirs. If the flowrate increases significantly or migration of fles occurs, Immediateremedtal measures will be required to control this seepage.

3. The upstream slope at the normal reservoir level is eroded due to waveaction. This area should be ripraped to prevent further erosion.

4. The depressions observed at the toe of the left embankment should bebackfill ed.

5. The concrete elements of the spillway are cracked and the joints are notcaulked. Repair all deteriorated areas during low flow periods andrecaulk all Joints.

6. The areas of the earth embankments adjacent to the spillway buttressesare depressed. Backfill these areas so that the crest is flush with thetop of the buttresses.

7. The reservoir drain is not operational. Restore this system to operatingcondition.

8. The areas below the spillway buttresses (downstream side) are eroding dueto spillway discharges. Repair these areas with riprap.

*6-

I.-(

9. Considerable vegetation was observed growing on the emnbankments andin the downstream channel. Remove this vegetation and provide aprogra of periodic cutting and mowing of the embankment surfaces andthe downstream channel.

MINIE

SECTION 4: OPERATION AND MAXNTENANCE PROCEDURE

4.1 PROCEDURES

The normal water surface is approximated by the spillway crest, Elevation1510*.

4.2 MAINTENANCE OF THE DAM

The dam is maintained by the.owners, the Hudnut family. Maintenance ofthe dam is not considered satisfactory as evidenced by the erosion of theupstream face, extensive tree growth, Inoperative reservoir drain anddeterioration of concrete elements of the spillway.

4.3 WARNING SYSTEM

There is no warning system in effect or in preparation.

4.4 EVALUATION

The dam and appurtenances have not been maintained in satisfactory conditionas noted in "Section 3: Visual Inspection."

"-NA WE

SECTION 5: WD.AULIC/HYDROLOGIC

S.1 PRAINAGE AREA

Windover Lake Dam is located on the Baker Brook approximately 1/2 milewest of Sodom, Warren County, New York. The total drainage at the damis 8.01 square miles. The topography is moderately steep with two welldefined drainage paths.

5.2 ANALYSIS CRITERIA

The analysis of the spillway capacity of the dam and storage of the reservoirwas performed using the Corps of Engineers HEC-1 computer program, incor-porating the %Snyder Synthetic Unit Hydrograph" method, and the OModifiedPuls" flood routing procedure. The floods selected for analysis were thePF and 1/2 PF in accordance with the recommended guidelines of the Corpsof Engineers.

5.3 SPILLWAY CAPACITY

The Windover Lake spillway is an ungated, concrete capped weir, 5 feet inwidth, 140 feet long. The structure was rebuilt in 1948 after it hadbreached In June 1943.

The sp17lway has a capacity of 3700 cfs at top of dam which is 371 of thecomputed PF, which is 9920 cfs. The dam is overtopped by approximately2.3 feet during the P event.

5.4 RESERVOIR CAPACITY

Capacity to normal elevation is 505 acre-feet. Surcharge storage to top ofdam is an additional 350 acre-feet, creating a total storage capacity of 855acre feet to top of dam. Th. surcharge storage between the spillway crestand top of dam is equivalent to .82 inches of runoff.

S.S FLOODS. OF RECORD

There have been no recorded events since the dam was rebuilt in 1948.However, shortly before the. dam was inspected on November 29, 1979 therewas a maJor storm event in the eastern Adirondack region where it wasestimted that the spillway was flowing approximately 2 feet deep or1190 cfs.

The PW anlysis indicates the do will be overtopped by 2.3 feet duringthe PI# and 0.11 feet during the 1/2 PU. During either of thesemgnitude of floods it is felt that the bridges on Chatiomc Road andthe low lylq hies along Peaceful Valley Road would be Inundated.

ego

5.7 EVALUATION

The spillway is inadequate to pass 1/2 the PW" of 4817 cfs. The previousbreaching caused no loss to life or property but some development down-stream has taken place increasing the potential danger.The spillway, therefore, is adjudged as "seriously inadequate", and thedam is assessed as unsafe, non-emergency.

ii -10 -~wV. 4 7 . . . - .... .

SECTION 6: STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual ObservationSigns of distress were observed in connection with the right earthembankment. The bowed trees near the right spillway buttress indicatethat movement of the slope has occurred in the past. Careful inspectionof the slope did not reveal any condition which would indicate that thismovement is current or ongoing.

b. Desion and Construction DataNo information could be located regarding the structural stability of thestructure.

c. Operating RecordsNo operating problems were reported which would affect the stability ofthe dam.

d. Post Construction ChangesThe dam was repaired in 1918 when ice damaged the structure. Between1927 and 31, 4 feet of concrete was placed to increase the lake size.In 1948 the dam was reconstructed due to a failure of the structureduring a storm in 1943.

6.2 STRUCTURAL STABILITY ANALYSIS

A structural stability analysis was conducted for the spillway portionof the dam. The results of the analysis are as follows:

Case Description of Loading Conditions

1 Normal Operating Conditions, reservoir at El. 1510 full uplift,no tailwater

2 Same as Case I, 7.5 kips/L.F. ice load4

3 Water at 1/2 PMF level (El. 1514.4), uplift as in Case I,tailwater - 2 feet

4 Water at PMF level (El. 1516.3), uplift as in Case I tailwater * 3 feet

5 Normal Operating Conditions as in Case I with Seismic forces of 0.1(Seismic Zone 3)

Factor of Safety Location of Resultant Factor of SafetyCase Overturnina from. Toe Sliding

1 2.00 3.5 2.22 0.79 -1.8 1.13 1.13 0.8 1.04 0.94 -O.S 0.8S 1.59 2.6 1.5

Location of Middle 1/3 is 3.67 to 7.33 feet from the toe.

-11-

These results indicate that the spillway portion analyzed does not meetthe factors of safety recommended by the Corps of Engineers for anycondition. (Resultant must fall within the middle 1/3 and factor ofsafety for sliding a3.0.)

Since the structure has withstood ice loading conditions and normalloading conditions without damage, the analysis (which includes availableinformation) may not indicate the true configuration of the structure andthe proper loading conditions. Therefore, it is recoummended that anin-depth analysis of the structure be conducted, prior to initiation ofany remedial actions.

Further information on Structural Stability is included in Appendix E.

SECTION 7: ASSESSMENT/RECOI44ENDATIONS

7.1 ASSESSMENT

a. SafetyThe'Phase I Inspection of Windover Dam revealed that the spillway is

"seriously inadequate", based upon the Corps of Engineers "screeningcriteria", and outflows from any storm in excess of 37% of the PMFwill overtop the dam. This overtopping could cause breaching of thedam and the resulting flood-wave would significantly increase thehazard to downstream residents. For these reasons, the dam has beenassessed as unsafe, non-emergency.

In addition, the dam has a number of problem areas which if leftuncorrected, have the potential for the development of hazardous conditions.These areas are:

1. The unacceptable factors of safety for all loading conditions concerningthe structural stability of the spillway portion of the dam.

2. The bowed trees on the downstream slope of the right embankment indicatethat movement of the slope has occurred.

3. Seepage encountered at the toe of the right embankment below the bowedtree area may be associated with the movement of the slope.

b. Adequacy of InformationIV informaton reviewed Ts considered adequate for Phase I Inspectionpurposes.

c. Need for Additional InvestigationsSince the spillway Is considered to be "seriously inadequate", additionalhydrologic/hydraulic investigations are required to more accuratelydetermine the site specific characteristics of the watershed. After thein-depth hydrologic/hydraulic investigations have been completed, remedialmeasures must be initiated to provide spillway capacity sufficient todischarge the outflow from the 1/2 PMF event. In addition, an investigationof the structural stability of the spillway portion of the dam is required.

1 hydrologic/hydraulic investigations and the stability

investigation which are required must be initiated wtthtn 3 months fromthe date of notification. Within 1 year of notification, remedial measuresas a result of these investigations must be initiated, with completibn ofthese measures during the following year. In the interi , develop anemergency action plan for the notification of downstream residents andproper governmental authorities in the event of overtopping and provideround-the-clock surveillance of the dam during periods of extreme run-off.The other problem areas listed below must be corrected within 1 year fromnotification.

.13-

7.2 RECIMMENDED MEASURES

1. The results of the aforementioned investigations will determine theappropriate remedial actions required.

2. Monitor the downstream slope of the right embanlment at bi-weeklyIntervals with the aid of survey equipment to ascertain if movementis occurring.

3. Monitor the seepage at the toe of the downstream slope of the rightembankment at bi-weekly intervals with the aid of weirs. If flowrates increase significantly or migration of fines occurs, immediateremedial measures will be required to control this seepage.

4. Repair the eroded upstream slope with riprap to prevent furtherdeterioration from wave action.

5. Backfill the depressions observed at the toe of the left embankmentand at the crest of both embankments adjacent to the spi l lway.

6. Repair all concrete areas which are cracked and recaulk all joints.

7. Return the reservoir drain to operating conditions.

8. Repair the eroded areas at the downstream toe of the spillway buttresses.

9. Remove all vegetative growth from the embankment surfaces and along thebanks of the immediate downstream channel. Provide a program of periodiccutting and mowing of the embankment surfaces.

10. Provide a program of periodic Inspection and maintenance of the damand appurtenances, Including yearly operation and lubrication of thereservoir drain system. Document this information for future reference.The emergency action plan described in section 7.1d should be maintainedand updated periodically during the life of the structure.

-14-45-

APPENDIX A

PHOTOGRAPHS

Photo #2Spillway -Downstream Face

Photo #3Spillway - Crest

Photo #4Downstream Channel

Note Debris

Photo #5Right Abutment of Spillway

Note Debris

Photo #6Left Embankment

(pointing to high water mark)

Photo #7Erosion of Left Embankment

Upstream Face

IA

#AA

=0F 4

*1

0n)

Photo #10Right Embankment

Erosion of Upstream Face

Photo #11Downstream Face Right Embankment

Note Bowed Trees

CL#

4-.

CL

402

C

Old Photo Dated 1920Downstream Face of Spillway

(Old Mill at Right)

It

34

Spillway Downstream FaceDated August 20, 1970

Old Photos Dated 1946Upstream Face

Note Breach at right end of spillway

APPENDIX B

VISUAL INSPECTION CHECKLIST

VISUAL INSPECTION CHECKLIST

1) Basic Data

a. General

Name of Damn \\ 6c,-~~ -L.zs rJ

Fed. I.D. * )so DEC Dam No. -

River Basin U _________________,__.,

Location: Town --C County _ ..NM

Stream Name ( -.kQ. , e k

Tributary of Nc.A rC.*.L..L

Latitude (N) 3 3 1 Longitude (W) 71 00.-

Type of Dam Z F-i. , , -10' !

Hazard Category __________ -____J

Date(s) of Inspection 7-1/611 1tG311

Weather Conditions P*0 AIj C1£ej,,% T.. a C~ -

Reservoir Level at Time of Inspection* .ts . o 3 . .4

b. Inspection Personnel -7. ,_ '% .Ci._,

c. Persons Contacted (Includ-In Address & Phone No.) ._,_,

d. History:

Date Constructed l 14 Date(s) Reconstructed I ' (,, 0%) Ze.

• I"Iq I -, I CA-A

Designer Uc ' -- , &.'1' ; I ' I% -

Constructed By t ... ^%#I Zk~ we "4 '(*C '

2) Embankment

a. Characteristics

(1) Embankment Material ,

(2) Cutoff Type k,-,. ,i -

(3) Impervious Core 1 'I A..

(4) Internal Drainage System_ _ _ _ _ _

(5) Miscellaneous

b. Crest

(1) Vertical Alignment 4.. CA, j24.V

*~ 2 e o, " e.--- , .- Io .. , - -. a o

(2) Horizontal Alignment ,_.

(3) Surface Cracks .. .. ,..

(14) Miscellaneous

c. Upstream Slope

(1) Slope (Estimate) (V:H) I "

(2) Undesikable Growth or Debris, Animal Burrows I)U.-Zt

(3) Sloughing, Subsidence or Depressions A C

r.c& '.tA L.,. .. .q J Ira ?-

,u... UhDt 4 . of.I.. I

, d

(4I) Slope Protection *av5 Ch S~

C- f- N C ~ ~ \ - %- -

(5) Surface Cracks or Movement at Toe ...

d. Downstream Slope

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

(2) Undesirable Growth or Debris, Animal Burrows 4 \ L.

(3) Sloughing, Subsidence or Depressions .*LL.is1 4

CL 4.h ~ L~4 .1A. ;Qcw.V 4-. 1. i.(6 -

(4) Surface Cracks or Movement at Toe

0-L'

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

(7) Condition Around Outlet Structure S6X*o1-6 I V-. , f, % , " .. -\Q . ,4'^,..

(8) Seepage Beyond Toe w 4L -A

e. Abutments - Embankment Contact

i II Ii l n • l

(1) Erosion at Contact , C',__ __ _- _. __ __ __ __ __ __ __

(2) Seepage Along Contact ,_____" ___-_-

_

3) Drainage System

a. Description of System ___ _,,-_,.__,

b. Condition of System

c. Discharge from Drainage System .........

L) Instrumentation (Momumentaton/Surveys, Observation Wells, Weirs,Piezometers, Etc.)_ _ _ _ _ _ _ _ _ _ _ _ _ _

- MEW"

5) Reservoir

a.. Slopes 5;~-

b. Sedimentation c ..

*c. Unusual Conditions Which Affect Dami_______________

6) Area Downstream of Dam

a. Downstream Hazard (No. of Homes, Highways, etc.) __________

-L O4. WCC.. '

b., Seepage, Unusual Growth . yA

c. Evidence of Movement Beyond Toe of Darnm _______________

d- Condition of Downstream Channel 4

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

a. General ~~~~~u*t

b. Condition of Service Spillway ~ . ci. a L

L I IC to C

c. Condition of Auxiliary Spillway____________________

d. Condition of Discharge Conveyance Channel_______________

8) Reservoir Drain/Outlet

Type: Pipe _______Conduit Other'_________

Material: Concrete Metal ______Other _______

Size: __ _ _ _ _ _ _ _ _ _ _ _Length _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

Invert Elevations: Entrance _________Exit _________

Physical Condition (Describe):. Unobservable_____

Material:____________________________

Joints: __ _ _ _ _ _ _ _ _ _ _ _Alignment __________

Structural Integrity: ______________________

Hydraulic Capability: _______________________

Means of Control: Gate _____Valve _____Uncontrolled-____

Operation: Operable _____Inoperable "aOther _____

Present Condition (Describe):,. .

cj-77~

9) Structural

a. Concrete Surfaces

*b. Structural Cracking ...

c. Movement - Horizontal & Vertical Alipnent (Settlement) ,_,.4

d. Junctions with Abutments or Embankments. ,,_ _ .... .

• -j

e. Drains -Foundation, Joint, Face

f. Water Passages, Conduits, Sluices

g. Seepage or Leakage A L... L J

~~~ ~ -l'a-J-4 % e~IAL.~ O.

low%".

h. Joints - Construction, etc.

i. Foundation ,____________.....___,__,

j. Abutments qr A% . '

k. Control Gates ,

1. Approach & Outlet Channels --. . ., .II

m. Energy Dissipators (Plunge Pool, etc.)

n. Intake Structures -

o. Stability a

p. Miscellaneous

V ,

I i U 'il ii m

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

a. Description and Condition ___________________

iI

APPENDIX C

HYDROLOGIC / HYDRAULIC

ENGINEERING DATA AND COMPUTATIONS

CHECK LIST FOR DAMSHYDROLOGIC AND HYDRAULIC

ENGINEERING DATA

AREA-CAPACITY DATA:

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

1) Top of-D m

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

3) Auxiliary SpillwayCrest

4) Pool Level withFlashboards -_

5) Service SpillwayCrest /00

DISCHARGES

volume(cfs)

I) Average Daily

2) Spillway @ Maximum High Water 24 94--A

3) Spillway @ Design High Water -

4) Spillway @ Auxiliary Spillway Crest Elevation

5) Low Level Outlet

6) Total (of all facilities) M Aximum High Water 3 & C .7) Maximum Known Flood

-

8) At Time of Inspection

-S

CREST: ELEVATION: l 0

Type: _i4-rl e/vmz (A:mvc Ple/l

Width: ,,.0 Length: -

Spi l lover

Location P / awA *ew I/dy .AAe

SPILLWAY:

SERVICE AUXILIARY

... , 0 Elevation ----- _

~r hVC~4~ Type _...__,,

6-0o Width __________

Type of Control

__ _ _ _ __ _ _ _Uncontrolled -

Control led:_Type

(Flashboards; gate)

• "- Number -

* Size/Length -

Invert Koterial -

Anticiplted Lengthof operating service

.. . .Chute Length ,

-- ,. , Height Between Spillway Crest --& Approach Channel Invert

(Weir Flow).

IYDROMETEROLOG ICAL GAGES:

Type _____________________________ _

Location:-

Records:

Date-

Max. Reading

FLOOD WATER CONTROLI SYSTEM:

Warning System: &1.,, "

Method of Controlled Releases (mechanisms):

4

DRAINAGE AREA: _ _ _ _1_ _ _ _ __.

DRAINAGE BASIN RUNOFF CHARACTERISTICS:

Land Use.- Type: iIe'

Terrain - Relief: a e " nA rSurface - Soil: __.5__

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

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

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

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

Reservoir perimeter:

Location: _ _ _ _ _ _ _ _ __"_.,_,

Elevation:

Reservoir:

Length @ Maximum Pool . 7 (Mles)

Length of Shoreline (@ SpilIway Crest) /. " (miles)

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APPENDIX D

REFERENCES

APPENDIX 0

REFERENCES

1) U.S. Department of Commerce, Technical Paper No. 40, RainfallFrequency Atlas of the United States, May 1961.

2) Soil Conservation Service, National Engineering Handbook, Section4, Hydrology, August 1972 (U.S. Department of Agriculture).

3) H.W. King and E.F. Brater, Handbook of H&draulics, 5th edition,McGraw-Hill, 1963.

4) T.W. Lambe and R.V. Whitman, Soil Mechanics, John Wiley and Sons,1965.

5) W.D. Thornbury, Principles of Geomorpholoqy, John Wiley and Sons,1969.

6) University of the State of New York, Geology of New York, EducationLeaflet 20, Reprinted 1973.

7) Cornell University Agriculture Experiment Station (compiled by M.G.Cline and R.L. Marshall), General Soil Map of New York State andSoils of New York Landscapes, Information Bulletin 119, 1977.

APPENDIX E

STABILITY ANALYSIS

z0

04

- 6

t V~o b4U

U ' d .c't . CK $ %.

PasS.~ S~j revsrut

cs 4L c a. a.w

CM

c I,

INPUT FOR STABILITY ANALYSIS PROGRAM

Input Location Input Parameter Descriptdon

0 Unit Weight of Dam (K/ft.31

I Area of Segment #1 (ft.2 )

2 Location of Center of Gravity from toe (ft.) Segment #1

3 Area of Segment #2 (ft.2 )

4 Location of CG from toe, Seg. #2 (ft.)

5 Area of Segment #3 (ft.2 )

6 Location of CG from toe, Sg. #3 (ft.)

7 Total Base Width of Dam (ft.)

8 Height of Dam (ft.)

9 Ice Loading (K/L.F.)

10. Coefficient of Sliding

11 Unit Weight of Soil (K/ft.3)

12 Coefficient of Active Soil Pressure - Ka

13 Coefficient of Passive Soil Pressure - Kp

14 Height of Water over Top of Dam (ft.)

15 Height of Soil for Active Pressure (ft.)

16 Height of Soil for Passive Pressure (ft.)

17 Height of Water in Tailrace Channel (ft.)

18 Unit Weight of Water (K/ft.3)

19 Area of Segment #4 (ft.2)

20 Location of CG from toe, Seg. #4 (ft.)

46 Height of Ice Load or Active Water

49 Location of Foundation Drains from Heel (ft.)

so Seismic Coefficient (a)

LMe

Z~~~~~A *.CAA C&SA ~ ChAU .L

0~0

05 0

0~07 II

4o .7

13. 3 :

17 0 3 0

-W 0

44 3 19.4 1

50 o 0 0 0 .1o

. ~

WINDOVER DAMSTABILITY ANALYSISSPILLWAY SECTION

Case I Normal Loading Case IV PMF

(a) .-. 0i323S7654 (a)

(b) :3. 4 6141--2 4 5 (b) -8 2%24 49 5

(c) (. (c) .1

Case II Ice Loading Case V Seismic Loading

(a) 9 ".9 5 . (a) 5 2, '75 21 "- -::

(b ) - I. 83 215 6 97 .'--- (b ) :, 5. 5-",. 2'a,. 4 5' T=._ -

(c) 1 3 -62 9'S, 5 9=; (c) I 5 ""-;:

Case I1 1/2 PMF

(a) 1. 12;555209

(b) • fj35949$59

(c) 9 9894?:0'?

NOTE: (a) is the factor of safety for overturning;

(b) is the location of the resultant from the toe;

(c) is the factor of safety of safety for sliding.

APPENDIX F

DRAW INGS

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86W

IL FONO

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2

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r15 LAW

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ers

VICINITY MAP

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TOPOGRAPHIC M4AP

WINDOVER DAM

LIST OF DRAWINGS

Plan & Sections Sheet I of IIIExisting Conditions (1948)

Plan - Proposed Construction Sheet II of III

Sections of Earth Embankment - Proposed Sheet III of III

Plans Dated September 10, 1948

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