11111-- - dtichas been loccated undt'r the stone masonry wall of the south end of the dam at...

AD-A86 SI E1 YORK05 STATE DEPT OF ENVIRONMENTAL CONSERVATION ALBANY FIB 13/13NATIONAL DAN SAFETY PROAN. DAN NMBSER 2. INVENTORY NUMBER NY? -- E~uFeB 80 1j B STETSON DAC-51-79-C-00ox

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0 JEFFERSON COUNTYI NEW YORK*

* (~NVENTORY~~T1OII

I HASE L INSPECTION -REPORT.I NTIONAL DAM SAFETY PROGRAM

APPROVED FOR PUBLIc R C, 'DST~llpyION UNUIMITIE /

* LL~fNEW YORK DISTRICT CORPS OF ENGINEERS

J 4 7 106~4

DISCLAIMER NOTICE

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" SUIPPLEMENTAnY NOTES

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19. KEY WOROS (Continue on revera., side It nece sary-ad Identif ' h- ." '-

Dam Safety Dam No. 2National Dam Safety Program Jefferson CouityVisual inspection Antwerp

Hydrology, Structural Stability

Q. 2&. AEPIRACT w(Cl.ee wbl ,.r,. bb If ,, .=7 ard bden/t by block hmiibe)4 This report provides information and analys's or the physical conditirn of

the dam as of the report date. Informption and analysis nrc! bascd on visualLinspection of the dam by the performing organization.

Darl F.o. 2, located rar Antweip, fNw York, is a concrete ,and stone work gravity! L darn and is classified is a high hazard. The dam impoupls a snall linear reser-voir h:ich is used to Iegula o flow into tho Village of Antwerp water supplysyste,.,. Visual in.ipections of th,2 daif did not reveal conditions M.ich consti-tutc m, in~n'diate hw;.er1 to life or proper 4,. No plais were available,

DO ?.A 73 0, O I NOV 6 IS CASOETE

1 ECUTY CLA!.MI 1GATION Or THi PAC E ("h- Uplawl)

SCCURMTY CLASSIPICATION OF THIS PAG ( fifno Das. Enterod)

Shoiwever, surveys of tile dam i%' ,:re made for this inspection. Additional studiesshould be undertaken to further evaluate conditions affecting the dam. Secpagehas been loccated undt'r the stone masonry wall of the south end of the dam atthe junction of the wall and the bedrock. Stabilify computations performed onthe dam indicate it is unsthble under the loading condition of ice, seismic,and hydrostatic uplift forces, with an associated factor of-safety againstoverturning of 0.92.

Computations- prepared using the Corps of Engineer's Screening Criteria havedetermined that the ernbankm,nt .'uuld be overtopoied for all storms exceedingapproximately 1% of the PWIa (Probable Maximumi Flood). A dam break analysis,assuming a partial breaching of the south dam wall, indicates that water sur-face levels dov'nstream of the dam would not rise appreciably more than if thedam does not break under hiql: flows. The spillway is, therefore, adjudged asnot seriously inadequate. .

The following remedial actioil. arc recol:Vended:

1. Further investigation regarding the structural stability of the damshould be undertaken. This investigation should include the evalua-tion of hydrostatic ui;lift which imay exist at the foundation inter-face and investigautfm of any tiedown elements,hich may be presentlyincorporated in the dim.

2. Repairs should be wade to eliminate seepage and improve structuralstability at the south abutment of the masonry dam section.

It is, therefore, reco:rmended that within 6 m;onth-, of the date of notificationof the Owners, the above-.menti ried investigations or improvements of th struc-ture should be un!ertaken to deterrine the appropriate mitigating measures tobe taen. Within 113 c:lotiths of the date of notification, appropriate remedialmeasures should be co:pleted.

•" SECURITry CL SSIFICATION OP THIS PAOC4',m. Data= t -te,~~.........................."... .. .... - . . . .. "- "' L.

PREFAC[

This report is prepared under guidance contained in the fPeconviended Guide-lines for Safety Inspection of Dams, for Phase I Investigation ,. Copiesof these guidelines may be obtained from the Office of Chief of Engineers,Washington, D.C. 20314. The purpose of a Phdse I Investigation is toj identify expeditiously those dams which may pose hazards to human life orproperty. The assessment of the general condition of the dam is basedupon available data and visual inspections. Detailed investigation, andanalyses involving topographic mapping, subsurface investigations, test-I ing, and detailed computational evaluations are beyond the scope of aPhase I Investigation; however, the investigation is intended to identifyany need for such studies.

In reviewing this report, it should be realized that the reported condi-tion of the dam is based on observations of field conditions at the timeof inspection along with data available to the inspection team. In cases

* where the reservoir was lowered or drained prior to inspection, such ac-tion, while improving the stability and safety of the dam, removes thenormal load on the structure and may obscure certain conditions whichmight otherwise be detectable if inspected under the normal operating en-vironment of the structure.

3 It is important to note that the condition of a dam depends on numerousand constantly changing internal and external conditions, and is evolu-tionary in nature. It would be incorrect to assume that the present con-dition of the dam will continue to represent the condition of the dam atI some point in the future. Only through frequent inspections can unsafeconditions be detected and only through continued care and maintenance canthese conditions be prevented or corrected.

Phase I inspections are not intended to provide detailed hydrologic dndhydraulic analyses. In accordance with the established Guidelines, theSpillway Test flood is based on the estimated "Probable Maximum Flood" forthe region (greatest reasonably possible storm runoff), or fractionsthereof. Because of the magnitude and rarity of such a storm event, afinding that a spillway will not pass the test flood should not be inter-preted as necessarily posing a highly inadequate condition. The testflood provides a measure of relative spillway capacity and serves as anaide in determining the need for more detailed hydrologic and hydraulicstudies, considering the size of the dam, its general condition and thedownstream damage potential. iu~~o o

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TABLE OF CONTENTS

1 PrefaceAssessment of General Conditions i-uiOverall View of Darm ii-vijiISection 1 - Project Information 1-4Section 2 -Engineering Data 5Section 3 - Visual Inspection 6-7Section 4 - Operational Procedures 8ISection 5 - Hydraulic/Hydrologic 9-11Section 6 - Structural Stability 12-15

1Section 7 -Assessment/Remedial Measures 16-17

I FIGURES

IFigure 1 -Location PlanFigure 2 - Surveyed Plan of DamFigure 3 - Surveyed Sections of Dam & Upstream ControlIFigure 4 - Downstream ControlFigure 5 - Drainage Basin Plan

T ~ Figure 6 -Geology Map

I APPENDIX

Field Inspection Report APrevious Inspection Report/Relevant Correspondence BHydrologic an Hydraulic Computations CStability Analysis D

References E

PHASE I REPORTNATIONAL DAM SAFETY PROGRAM

Name of Dam Dam No. 2, New Antwerp, NY780

State Located New YorkCounty Located JeffersonStream Indian RiverDate of Inspection May 2, 1979

ASSESSMENT OFGENERAL CONDITIONS

Dam No. 2, located near Antwerp, New York, is a concrete and stone work gravitydam and is classified as a high hazard. The dam impounds a small linear reser-voir which is used to regulate flow into the Village of Antwerp water supplysystem. Visual inspections of the dam did not reveal conditions which consti-tute an immediate hazard to human life or property. No plans were available,however, surveys of the dam were made for this inspection. Additional studiesshould be undertaken to further evaluate conditions affecting the dam. Seepagehas been located under the stone masonry wall of the south end of the dam atthe junction of the wall and the bedrock. Stability computations performed onthe dam indicate it is unstable under the loading condition of ice, seismic,and hydrostatic uplift forces, with an associated factor of safety againstoverturning of 0.92.

Computations prepared using the Corps of Engineer's Screening Criteria havedetermined that the embankment would be overtopped for all storms exceedingapproximately 1% of the PMF (Probable Maximum Flood). A dam break analysis,assuming a partial breaching of the south dam wall, indicates that water sur-face levels downstream of the dam would not rise appreciably more than if thedam does not break under high flows. The spillway is, therefore, adjudged asnot seriously inadequate.

The following remedial actions are recommended:

1. Further investigation regarding the structural stability of the damshould be undertaken. This investigation should include the evalua-tion of hydrostatic uplift which may exist at the foundation inter-face and investigation of any tiedown elements which may be presentlyincorporated in the dam.

2. Repairs should be made to eliminate seepage and improve structuralstability at the south abutment of the masonry dam section.

It is, therefore, recoruiended that within 6 months of the date of notificationof the Owners, the above-mentioned investigations or improvements of the struc-ture should be undertaken to determine the appropriate mitigating measures tobe taken. Within 18 months of the date of notification, appropriate remedidlmeasures should be completed.

Dale Engineering Company

John 13. Stetson, President

Approved 8 Col nDate:/ New York District Engineer

ndumnin , ,

Overview of dam spillway looking north. Spillway capsbedrock providing reservoir area above rapids.

MEMO - --TI

1. View of reservoir area immed it ,- above spiil;,ayarea. The reservoir is long anJ narrow. The bridgecrosses the reservoir with a substantial portionof the ervoir upstream of the bridge.

2. Bedrock outcropping and rapids at the dam.

4. Service spillway passage near south abutment of

dam with stop planks removed.

5. View across dam looking north.

6. Area between service spillway and south abutmentshowing seepage between bedrock and masonry wallsection.

~.View across spillway from north abutment IcokingSouth.

8. Close-.up view of seepage area next to servicespillway passage.

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

NAME OF DAM - DAM NUMBER TWO ID# -780

SECTION 1 - PROJECT INFORMATION

1.1 GENERAL

a. Authority

Authority for this report is provided by the National Dam InspectionAct, Public Law 92-367 of 1972. It has been prepared in accordancewith a contract for professional services between Stetson-Dale andDepartment of the Army, New York District, Corps of Engineers.

b. Purpose of Inspection

The purpose of this inspection is to evaluate the structural and hy-draulic condition of Dam Number Two and appurtenant structures, ownedby the Village of Antwerp, New York, and to determine if the dam con-stitutes a hazard to human life or property and to transmit findingsto the New York District, Corps of Engineers.

This Phase I inspection report does not relieve an Owner or Opera-tor of a dam of the legal duties, obligations or liabilities asso-ciated with the ownership or operation of the dam. In addition, dueto the limited scope of services for these Phase I investigations,the investigators had to rely upon the data furnished to them.Therefore, this investigation is limited to visual inspection, reviewof data prepared by others, and simplified hydrologic, hydraulic andstructural stability evaluations where appropriate. The investiga-tors do not assume responsibility for defects or deficiencies in thedam or in the data provided.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances

Dam Number Two is a concrete and masonry gravity structure composedof two sections. One section is approximately 192 feet long, thesecond section approximately 60 feet long. The dam is approximately12.3 feet high at its highest point. The dam is founded on bedrockand spans the Indian River immnediately downsteam from a road used bythe Fort Drum Military Reservation. The service spillway consists ofa broad crested weir which composes approximately 145 feet of theI. longer section of the dam. The shorter section of the dam near thesouth abutment also contains a 4.7 foot long stop plank structurewhich is used to regulate pond levels. The darn is founded entirelyon bedrock. Bedrock outcrops between the two sections form part ofthe impounding structure. The receiving channel immediately down-

stream from the dam is composed entirely of bedrock. There are no

signs of recent erosion. There is some debris lodged in the down-stream channel. The impoundment from another dam located in theVillage of Antwerp extends to a point approximately 400 feet down-stream from Dam Number Two.

b. Location

Dan! Number Two is located in the Town of Antwerp, Jefferson County,New York. The dam is also located within the boundaries of the FortDrum Military Reservation.

c. Size Classification

The maximum height of the dam is approximately 12.3 feet. Thestorage volume of the dam is approximately 36 acre feet. Therefore,the dam is in the Small Size Category as defined by The RecommnendedGuidelines for Safety Inspection of Dams.

d. Hazard Classification

The Village of Antwerp is located on the Indian River approximately3/4 mile downstream from Dam Number 2. A Village street spans theIndian River just downstream from another dam located on the IndianRiver. Therefore, the dam is in the High Hazard Category as definedby The Recommended Guidelines for Safety Inspection of Dams.

e. Ownership

The dam is owned by the Village of Antwerp, New York.

f. Purpose of Dam

The dam presently impounds a reservoir which is used to regulate flowinto the Village of Antwerp water supply system.

g. Design and Construction History

A New York State Conservation Commulission Dam Report indicates that adam was constructed in approximately 1885 at a location which approx-imates the existing dam. This dam was reconstructed in 1912. Datapresented by a dam inventory taken by the Fort Drum facility engineerindicates that the dam was constructed in approximately 1925. Inves-tigations at the dam site with the Mayor of the Village of Antwerpindicate that the dam was faced with concrete on the downstream faceand capped with concrete in 1967. No other details of constructionwere available.

h. Normal Operating Procedures

The control outlets near the south abutment are used to regulate thelevel of the downstream impoundment which serves as an emergencysource of water supply for the Village of Antwerp.

1.3 PERTINENT DATA

a. Drainage Area

The drainage area of Dam Number Two (Fort Drum) is 152.10 squaremiles.

b. Discharge at Dam Site

No discharge records are available for this site.

Computed discharges:

Spillway, top of dam 454 cfsUngated Spillway, PMF 62,800 cfs

1/2 PMF 30,100 cfsGated drawdown (stop planks) N.C.

c. Elevation (Feet Above MSL)Note: There is no U.S.G.S. control

in the area. Elevations are given inlocal datum and approximate U.S.G.S.elevations are given in parenthesis.

Top of dam 123.0 (515)Maximum pool, PMF 130.3 (522.3)

1/2 PMF 127.4 (519.4)Spillway crest 121.9 (514)Stream bed at centerline of dam

(rapids occur beyond this point) 110.7 (502.7)

d. Reservoir

Length of normal pool 3000+ Ft

e. Storage*

Top of dam 50 Acre FeetPMF 410 Acre Feet1/2 PMF 210 Acre FeetNormal pool 36 Acre Feet

f. Reservoir Area

Spillway pool (very approximate) 8 Acres

*Approximated from U.S.G.S. topographic maps.

g. Dam

Type - Concrete Gravity, Capping Bedrock.Length - 252 feet.Height - Varies, Maximum Concrete Section 10 feet founded on graded

bedrock.Freeboard between normal reservoir and top of dam - 1.23 feet.Top width - Varies.Side slopes - VariesZoning - N/A.Impervious Core - Unknown.Grout Curtain - Unknown.

h. Spillway

Type - Broad to sharp crested.Length - 143 feet.Crest Elevation - 121.90 (514).Gates - None.U/S Channel - Reservoir.D/S Channel - Rapids/Bedrock.

i. Regulating Outlets

4.7 foot long stop plank outlet near south abutment.

[Pi ! !I4' F I F

SECTION 2 - ENGINEERING DATA

2.1 DESIGN

All the information available to evaluate this dam has been includedin this report. The information consists mainly of survey data takenby the dam inspection crew prior to the inspection.

2.2 CONSTRUCTION

No information is available regarding the construction of theproject.

2.3 OPERATION

See Section 4.

2.4 EVALUATION

Engineering data cannot cannot be assessed since it is incomplete.No information is available on the materials of construction and theinspection is guided only by visual observations in the field.i However, sufficient information has been gathered through the fieldinspection efforts to provide information adequate for the Phase Iinvestigation.

SECTION 3 - VISUAL INSPECTION

3.1 FINDINGS

a. General

Dam Number Two on the Indian River was inspected on May 2, 1979. Thedam presently functions to maintain water elevations downstream inthe Indian River to provide for for adequate emergency water supplyto the Village of Antwerp. The Village's main source of water supplyare springs which are remote from the river.

b. Dam

The dam and spillway system are shown in the sketches prepared byStetson-Dale in Figures 2 and 3. The dam was originally constructedin 1855, and subsequent modifications have taken place with the lastmodification having been completed in 1967. At the time of the in-spection the flow in the Indian River was cresting the entire lengththe spillway and the regulating weir near the south abutment was openwith all stop planks removed. Because of the flow in the IndianRiver at this time, the inspection crew was unable to observe thecondition of the front face of the dam. However, field observationsindicate that the entire structure is founded on bedrock. There wasno evidence of misalignment of the top of the spillway or of the con-crete dam section. The southerly section of the dam near the southabutment is constructed of masonry. Leakage was detected through thebase of the masonry near the south abutment. This leakage was of asubstantial quantity at the time of the inspection.

c. Spillway

The service spillway was operating at a head of approximately 1 footat the time of the inspection. Flow over the spillway appeared uni-form and there was no evidence of deterioration of the spillway crestas observed with a head of water flowing.

d. Appurtenant Structures

There are no structures appurtenant to this dam. No provisions areprovided for draining of the dam except for the removal of stopplanks in the control outlet.

e. Control Outlet

A small stop plank structure is located near the south abutment ofthe dam. This structure was operating under a head of approximately2 feet at the time of the inspection.

f. Reservoir Area

The reservoir area is generally forested and does not contribute sig-nificant amounts of sediment into the impoundment. There are no ar-eas where bank instability exists around the impoundment.

g. Downstream Channel

The downstream channel is formed in bedrock and is generally in goodcondition.

3.2 EVALUATION

Field observations indicate substantial leakage exists at the southabutment of the southerly section of the dam. This leakage appearsto occur between the masonry and the bedrock foundation. No dis-placement or misalignment of the structure was noted during the in.-spection. The concrete surfaces which were visible appear to be ingood condition.

SECTION 4 - OPERATIONAL PROCEDURES

4.1 PROCEDURES

The operation of the stop planks in the control spillway was notobserved by the Inspection Team. The Village of Antwerp manipulatesstop planks to control the water level in the downstream impoundment.

4.2 MAINTENANCE OF THE DAM

The dam is maintained by the Village of Antwerp.

SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 DRAINAGE BASIN CHARACTERiSTICS

Dam Number 2 is located on the Indian River in Jefferson County justupstream from the Village of Antwerp. The basin has a drainage areaof 152 square miles. The upland headwaters contain wooded and marshyareas including Lake Bonaparte from which the river system collectsfrom a complex tributary system and flows north through the Villageof Antwerp, eventually discharging into the St. Lawrence River.Alpina dam, a small water level control structure for Lake Bonaparte,is upstream of Dam Number 2.

5.2 ANALYSIS CRITERIA

The purpose of this investigation is to evaluate the dam and spillwaywith respect to their flood control potential and adequacy. Thedam's stability and flood discharge capacity is assessed through theevaluation of the Probable Maximum Flood (PMF) for the watershed andthe subsequent routing of the flood through the dam's spillwaysystem.

The PMF event is that hypothetical flow induced by the most criticalcombination of precipitation, minimum infiltration loss and concen-tration runoff of a specific location that is considered reasonablypossible for a particular drainage area. Since this dam is in theSmall Dam Category and is a High Hazard, the guidelines criteria(Ref. 1) require that the dam be capable of passing one-half theProbable Maximum Flood.

The hydrologic analysis was performed using the unit hydrograph meth-od to develop the flood hydrograph. Due to the limited scope of thisPhase I investigation, certain assumptions, based on experience andexisting data were used in this analysis and in the determination ofthe dam's spillway capacity to pass the PMF.

The U.S. Army Corps of Engineers, Hydrologic Engineering Center'sComputer Program HEC-1DB was utilized to evaluate the PMF hydrology.The Probable Maximum Precipitation (PMP) was 18.50 inches, Hydromete-orological Report (HMR #33) for a 24 hour duration, 200 square milebasin. Loss rates adopted for the analysis were 1.0 initial abstrac-tion and 0.1 inches/hour continuous loss rate. Clark parameters wereused to develop the unit hydrograph.

The drainage basin was divided into 12 sub-areas to describe the com-plex basin geometry. One sub-area was located below the dam so thatflood routing could be performed to within the Village. Modified-Puls routing parameters within HECl-DB were utilized with data ob-tained from USGS mapping. The computed PMF flow at the dam was62,800 cfs and the 1/2 PMF was 30,095 cfs. Routed flood flows to thevillage were 62,605 cfs for the PMF and 30,035 cfs for 1/2 PMF.

5.3 SPILLWAY CAPACITY

The spillway system is somewhat unique in that it sets atop of arapids area with rock outcropping existing below the dam as well asacross the dam. Rock outcropping also exists in the center of thespillway. The concrete dam sets on top of the rock with a low flowspillway section of the northern side and a small spillway passagewith stop planks on the south side. The low flow spillway capacityis 454 cfs.

SPILLWAY CAPACITY

Discharge Capacity

PMF 62,800 1.0%1/2 PMF 30,095 1.5%

Since the entire dam is made of concrete overtopping is most meaning-ful at the abutment areas which have been found to be largely on rock.

5.4 RESERVOIR CAPACITY

No drawings were available for this investigation. Topographic in-formation derived from USGS mapping suggests the reservoir storagemay be only 50 acre feet at the top of the dam. At 1/2 PMF stage,the reservoir total storage is 210 acre feet. USGS maps can onlyprovide a cursory screening level evaluation.

5.5 FLOOD OF RECORD

No records, basin unnaged.

5.6 OVERTOPPING ANALYSIS

The HECI-DB analysis indicates that the dam would be overtopped asfollows:

OVERTOPPING IN FEET

At Dam Bridge at Village

PMF 7.3 13.11/2 PMF 4.4 6.2

Overtopping was performed with a dan break analysis which resulted inan insignificant increase in flood flows for the 1/2 PMF and PMF.Stability calculations indicated that the dam was stable for boththese events, assuming the uplift forces for these events are thesame as assumed for normal operating conditions.

5.7 EVALUATION

The spillway is inadequate to pass the 1/2 Probable Maximum floodwithout overtopping the dam. However, based on the Corps of Engi-neers' Screening Criteria, it is not considered seriously inadequate,since failure of the dam will not significantly increase the hazard.

SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations And Data Review

Rock outcrops prevail at the location of this dam. Virtually all ofthe main dam spillway, a concrete structure, is founded directly onthe exposed bedrock and/or incorporates the rock as part of thestructure. A short section of dam which forms the southerly segmentof the total dam structure is "separated" from the main section by arock outcropping. This separate section consists of masonry and con-crete, and includes a service spillway of limited size; this separatedam section and spillway apparently represented the flume area for awater-powered mill, ice harvesting or wood operation which existed atthe site in the past. The downstream pool area immediately below thedam consists essentially of rock.

The main dam and spillway section retains stability at this time withno indication of structural distress. The physical condition of theconcrete visible at the time of the inspection is good. The separatemasonry section forming the southerly segment of the total dam ap-pears structurally stable but some of the masonry rock elements haveexperienced limited movement, probably from frost effects, and no-ticeable seepage occurs through the section. This section occurs atthe junction with bedrock.

b. Geology and Seismic Stability

The Antwerp Dam and reservoir is located within the western edge ofthe foothills of the Adirondack Province. The New York State Conser-vation Report of September 14, 1914, indicates the dam is sited onsolid rock. Both abutments terminate in bedrock and bedrock alsoforms a portion of the spillway. Bedrock is a biotite-hornblendegranitic gneiss (Precambrian) locally pyroxeneic with subordinateamounts of leucogranitic gneiss. Amphibolites are locally present.Foliation strikes northeast and dips northwest.

Although gneiss has considerable strength and bearing capacity,weathering of the biotite, hornblende and pyroxene components of therock as well as the amphibolites may yield rotted seams conducive toseepage.

There are no known faults or shear zones in the vicinity of the res-ervior according to the New York State Geologic Map (1970) and thePreliminary Brittle Structures Map of the New York State GeologicSurvey (1977). The Brittle Structures Map does show a linear featuretrending east-west Which apparently follows the trend of Indian Rivereast of the village of Antwerp. This linear feature appears to beeither near or through the dam site. It may represent a fracture orfault, but is not indicated or shown on the New York State GeologicMap. If a fracture or shear zone does exist, it would be out of viewbeneath the river.

A shear zone trending northeast lies about 9 miles northwest of thedam according to the New York State Geologic Map. An extensive shearzone, about 2 miles wide and also trending northeast, is locatedabout 10 miles southeast of the dam according to the 1977 PreliminaryBrittle Structures Map. This map also shows another shear zone about7 miles east-northeast of the dam and trending northeast.

Although the dam site is located in Zone 3 on the Seismic ProbabilityMap, a Zone 2 designation would be proper. No earthquake activityhas been recorded in the immediate vicinity of the dam. Between 1932and 1963 five minor earthquakes were recorded from the Watertown areaapproximately 22 miles southwest of the dam site. None were of anintensity greater than III (modified Mercalli scale). An earthquakeof intensity III was recorded from Alexandria Bay 18 miles to thenorthwest and another of intensity of VI had been recorded nearLowville approximately 34 miles to the south.

C. Data Review and Stability Evaluation

Information from the past relating to the as-built construction ofthe dam is limited to rough sketches of plan alignment and cross-sections from a field inspection report of 1914, a date that is a fewyears after the reported construction date. A field survey under-taken as part of this Phase I study has provided information on thepresent dam cross-section (Figures 2 - 4) but did not extend to de-termining properties of the dam materials and foundation rocks.Stability evaluations have been performed, utilizing the obtainedcross-section information to obtain an indication of the dam'sperformance when subject to different possible loading conditions.In these analyses, some assumptions were required in regard to con-crete and rock properties and the geometry of the dam cross-section.

The effects of a reservoir at the main spillway level along with iceaffects, and a reservoir at the PMF level, have been studied. Theresults for these conditions are summarized in the following table.The analyses are included in Appendix D.

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0. 0 u 0 u (U Cax 04- .0 ' r a#A Cm %A~U0) 0U C ) 4-3 'i-E 4-)a, Ec E0 4jL 0 >1 CA 4-14-' 0 4 u . -- 41.0 u 4-' * 0 4-'aD 0)C E a, Cr_ - a, E 4.. to Mu~. 4--4 &,-e C0 4-o M) Z ~ C0) aM 4- aU. 0L.- 0 Eu Q. C. E L w-O to0 a, EUL. >%4..- , 0 a a, .0 a, 0) a, tqo (U c, Cn Ua4) Wn*-> (A U > I0C > CM4- > 0 u 0 Un 0A 5L(v a, C wu Eu 0 WCO a)%uJ-n CA - 4-L .s. LC0 .0 .0 0 r-- -'- 4-'J 0 u ao 4j - 4-a wC c U 0 t -c.~L 4-) c c 4-' Lu u0. 1.la U U - V -* 4- 0 0 4- to E5 * u0 * #a.u- L 4- i 45 co *- O 0 0~ * 0> CoC > 4-3 4.) >4-)0 > 4-l >0*- 4) 4. - . ,*. 1. m. 4- 4- 0 i- i-u L - 4-7 4-3 U-) 4o- L, 0S.0. 0-, 450. 4-~u 0. 0. u .0 ) E

_D =) .- - o:- (A a). W 1--. a

The analyses indicate unsatisfactory stability against overturningfor certain combinations of loading.

Critical to the analysis and resulting indication of stability arethe items of uplift water pressures acting on the foundation of thedam and the permeability of the foundation site's bedrock. The ana-lysis uplift force was based on full headwater hydrostatic pressureacting at the dam's foundation upstream corner and a zero tailwaterhydrostatic pressure acting at the dam's downstream corner, with theresulting triangular force pattern applied to 100 percent of thedam's section. The resulting uplift force represents a conditionthat is significant to the analysis in arriving at the computed lowfactors of safety against overturning.

The assigned uplift force is believed to be conservative but could betoo severe if the dam is embedded in sound rock. The prediction ofuplift acting on the base of a gravity dam founded on rock withoutinformation on the permeability and seepage properties of the rockstratum represents an analytical area of great uncertainty. If therock is very sound and impermeable, seepage would be very low anduplift pressures of significance would require a long period of timeto develop. A conclusion for such a condition is that the computeduplift may not exist at the present time, and only develop at somefuture time.

The analysis indicates instability could occur if the dam is subjectto earthquake forces of magnitude. Though the reservoir area isgrouped into a Zone 3 Seismic Probability location, a currentgeologic-seismic evaluation recommends a Zone 2 designation for thesite.

Requirement for attention at this time includes proper repair of themasonry flume dam/spillway structural comprising the "separate"southerly section of the (total) dam to improve the structural integ-rity and to limit seepage.

Ij ' 15

SECTION 7 - ASSESSMENT/REMEDIAL MEASURES

7.1 DAM ASSESSMENT

a. Safety

1. At the southerly section of the dam near the south abutment, thewall is constructed of stone masonry. Leakage was detected atthe foundation of this masonry section. This leakage was of asubstantial quantity at the time of inspection.

2. At the time of inspection, all the stop planks in the regulating

weir were removed.

3. The entire structure was observed to be founded on bedrock.

4. There was no evidence of misalignment of the top of the spill-way or the dam.

5. The stability analysis shows that the dam is unstable under con-ditions of uplift, ice and seismic loading, with a factor ofsafety of 0.92.

6. The abutments of the dam should be inspected to evaluate erosionpotential under high floods which would overtop the dam.

7. The dam is founded on bedrock and is located on top of a rapidsarea. A small low level overflow spillway has a capacity of 454cfs. Considering this discharge to be the top of dam capacity,the dam can pass 1.0% of the PMF without overtopping. The 1/2PMF overtops the dam by 4.4 feet and the Village bridge, cross-ing the Indian River, by 6.2 feet.

b. Adequacy of Information

1. The sections of the dam were obtained from field surveys con-ducted while the spillway was operating under substantial head.There is no outlet in the dam to allow the dam to be drawndown.

2. The basin is ungaged and no flow records or information on highwater levels were available to use to develop and calibrate theHEC-lDB model. High water mark data would have been of benefitin the Hydrologic/Hydraulic Analysis.

3. Topographic information at the dam site and in the Village waslimited to USGS mapping data and the limited surveys in thisreport. More detailed information is necessary to evaluate floodflow characteristics at the dam site and in the Village.

c. Urgency

Further investigations regarding the dam's structural stability

should be undertaken.

d. Need for Additional Information

Additional topographic and hydrological data is necessary to completethe recommended investigations. Additional information on the damcross section and foundation conditions are also necessry to properlyassess the dam stability. The interrelation of the stability withthe hydraulic computations are critical to the findings of this re-port. More accurate data in these areas could affect these find-ings.

7.2 RECOMMENDED MEASURES

a. Further investigation regarding the structural stability of the damshould be undertaken. This investigation should include the evalua-tion of hydrostatic uplift which may exist at the foundation inter-face and investigation of any tiedown elements which may be presentlyincorporated into the dam.

b. Repairs should be made to eliminate seepage and improve structuralstability at the south abutment of the masonry dam section.

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- 411),

* *OAS

OpC'U'ol A~

APPENDIX A

FIELD INSPECTION REPORT

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t. LDr-b .ir; SPI'Ilover Full widtr, of damL.

f. Number and Type of Gates Stop log sluiceway (logs not in place)

OUTLET WORKS:

a. Type Stop logs sluiceway mentioned above.

b. Location South abutment area of dam

C. Entrance Inverts_______________________

d. Exit Inverts same

e. Emergency Draindown Facilities -

HYDROMETEOROLOG ICAL GATES:

a. Type None

b. Location None

C. Records None

MAXIMUM NON-DAMAGING DISCHARGE: No data.

APPENDIX B

I PREVIOUS INSPECTION REPORTS/RELEVANT CORRESPONDENCE

I(NOTICE: After E.!ng out une of these forms as compleey as posiible for ea,:h Jam in your distric:, return it ai oxce t.. the

ConsemtioL n Comr..i :ofl, Al'izxiy.

STATE 0 NEW YorK/

CONSERVATION COMMISSION -:, ." ")

ALBANY /, ,

4,DAM REPORT

B' It" '

CONSERVATION CoM.\iISSION,

DIVISION OF INLAND WATERS.

GENTLEMEN:

I have the honor to make the following report in relation to the structure known

as the ..................... ....... D am .

This dam is situate upon the... ....... a Lc 2.u L.4t.. .. v .......in the OfC, r ,me ci stream)

in the Town of .. ..................... . ..... County,

about from the Village of. ... .. . ................

The distance .......... . ....... ..stream from the dam, to the..(Up ofdov ) ,n (~Give namneofne.} Jt i mport/t trearm or ot bridlf

is about ......... / ." ..... ..... ........

The dam is now owned bv..... f. ....... e4,Give name in full)ro..... .i and wa, ,P , wv/ - -on

and was built in or about the year.... and -a, reconstructed

during the year ......q . ..

As it now stands, the spillway portion of this dam is built ofA..r " 5(State whether of masory, concrtte or tihb.)

and the other portions are built of ....... -.61L-. ..........n t(State whether of m lrwn ry. c,.r.-e. i.rt% or timber with or w,thmt ro, k aill)

As nearly as I can learn, the character of the foundation bed under the spillvay portion

(if l,(1--..il i andl under the remainling p(rt ions such

foundation bed i.

r NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONDAM INSPECTION RElPORT(By Visual Inspection)

DateDam Number River Basin Town County Hazard Class* & Inspector

Type of Construction Use

IJ Earth w/concrete spillway 5 Water Supply

5] Earth w/drop inlet pipe 5 Power

5 Earth w/stone or riprap spillway Recreation

Concrete [ Fish and Wildlife

5j Stone 5 Farm Pond

5 Timber 5 No Apparent Use-Abandoned

Estimated Impoundment Size Estimated Height of Dam above Streambed

0 1-5 acres 19 Under 10 feetO 5-10 acres ID 10-25 feet

Over 10 acres 0 Over 25 feet

Condition of Spillway

Service satisfactory Auxiliary satisfactory

5 In need of repair or maintenance 5 In need of repair or maintenance

Explain:

Condition of Non-Overflow Section

Satisfactory

5 .In need of repair or maintenance Explain:

Condition of Mechanical Equipment

O3 Satisfactory ro05 In need of repair or maintenance Explain:

Evaluation (From Visual Inspection)

r 2M No defects observed beyond normal maintenance

5 Repairs required beyond normal maintenance

*Explain Hazard Class, if Necessary o/P,. oJ A t' / ? -

.4 ;E-4 (10/74)

7 ENVIRONMENTAL CONSERVATION-" ,. .TION REPORT

Inspection)

j 'Date

County Hazard Class* & Inspector

5 Water Supply

j 5 Power

' " . Recreation

Fish and Wildlife

LJ brone 5 Farm Pond

O Timber 5 No Apparent Use-Abandoned

Estimated Impoundment Size Estimated Height of Dam above Streambed

5 1-5 acres -- Under 10 feet

5 5-10 acres E5 10-25 feet

Over 10 acres 5 Over 25 feet

Condition of Spillway

Service satisfactory Auxiliary satisfactory

5 In need of repair or maintenance 5 In need of repair or maintenance

Explain:

Condition of Non-Overflow Section

SSatisfactory

C] In need of repair or maintenance Explain:

Condition of Mechanical Equipment

O Satisfactory r o.a.

5 In need of repair or maintenance Explain:

Evaluation (From Visual Inspection)

2 No defects observed beyond normal maintenance

Q Repairs required beyond normal maintenance

'Explain Hazard Class, if Necessary vyer/

47 TIM. _

I(In the space betow, make one sketch shewing the form ad dinmensions of a cross .e-ti-vi throth "-. niIwav or waste-wcir of this

I dam, and a second sketch .zoA:ug the sanic u4:olmatIOL, ior d cross sec:..,n t..rodga the c:Ar ?oj" on oi the ,i.a:. Show par-ticularly the gr.ate;t bt:ght of *,he dam above the stream bed, its thickness at the top, and thickness at the bottom, as nearly asyou can learn.)

I ,.t/ , //wcv ,

C, --eti

(In the space below, make a third sketch showing the general plan of the dam, and its approximate position in relation to buildings orother conspicuous objects in the vicinity.

t-ocrk(Py-14d

li - I

M" f 7777

"' ie t ' a , .. Lfeet. The spill.".y or v:a tc-

weir pr', n, i' 'ut . . .ett long, and the crest o' the pi,.... is

.abot- -, .feet hCow the top of the dam.

The number, size and location of di.;chargc pipes, waite pipes or gates which :iy be

used for drawing off the water from behind the dam, are as follows: 6V-( w.AhZ

-S ebr~iefly, in the space below, whether, in your judgment, this dam is in good coadit , or bal cnditi, d.srriba, parz:cularly

any leaks or cracki ehich you may have observed.)

Reported by--wa

I(Adft.A-Stre. ;%, I wwn u! Iht or -rOte)' F D9

(SEE OTHER SIDE)

I I -.'77.

IIIII APPENDIX C

HYDROLOGY AND HYDRAULICS

STETSONUTICA NEW YORK 1301

TEL -A,,797-580

PROJECT NAME -J-w )loRk 54r rE DAM / JSP-o-r0AJ DATES -4.7')SUBJCT- ID I-1 J9 (we AAw , 4rw-eep) Fr Dem. J. -pOjECcT No. 277

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.' STETSON -DALE s NEW YO ( 13501 ITEL 315-797-5800

PROJECT NAME, lEW YQRK 5r-AT )DAM,4 h/J5Pfcr1,, -DATE 67 .7f

SUBJECT /DAm kJ2 2 (vlc Avrwgg,) Fogr DR,". liv PROJECT NO Z77C.5n&A-r oF ON./r'Dgls /,Ag-rE&. -AWN BY____

is .(p'5 'co

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2 2 l -7&-7o 3,31 5.23ofI II

to f.o 2 o.417 4,45 6.52

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. , 6 2.0 6,475 -31/3 73

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BANXERS TRUST BUI-BULl-REV

041 TEL 31'%'97*!5ai

PROJECT NAME )' t 67,J7,6 DAM A-1 , jcrl,1i DAE -d7

QDxu iJL' 2 6/-- AAu'nv~e) i"'r OLQ9UA4 A.I -PCJFCT NO 27

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PROJECT MAMIE AeW )"o RX .5rATre /D)Aq IlJS5F,-CnQ DATE 6.3-712

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IIIIIIIII APPENDIX D

STRUCTURAL STAB ILl TY

NSTETSON 9 DALEUiA EW VOI i A@f(3BM1IFcl TEL 315-797*5800

I PROJECT NAM 73t DATE ________

sumiJEcT 14 YI 4(11 j y 71 Q'M PROJfCT NO._____

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I PROJECT HAVE DATE

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I DATE

PROJECT NAME

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IIIIIIIII APPENDIX E

REFERENCES

IIIII)I

APPENDIX

IREFERE1NCES

I. Department of the Army, Office of the Chief of Engineers. NationalProgram of Investigation of Dams; Appendix D: Recommended Guide-lines for Safety Inspection of Dams, 1976

1 2. U.S. Nuclear Regulatory Commission: Design Basis Floods forNuclear Power Plants, Regulating Guide 1.59, Revision 2, August

1 1977

3. Linsley and Franzini: Water Resources Engineering, Second Edition,McGraw-Hill (1972)

1 4. W. Viessman, Jr., J. Knapp, G. Lewis, 1977, 2nd Edition,Introduction to Hydrology

1 5. Ven Te Chow: Handbook of Applied Hydrology, McGraw-Hill, 1964

6. The Hydrologic Engineering Center: Computer Program 723-X6-L2010,HEC-I Flood Hydrograph Package, User's Manual, Corps of Engineers,U.S. Army, 609 Second Street, Davis, California 95616, January1973

7. R. C Haven - Saturation of Existing Earth Dams, USBR Technical

Memorandum 389, Pages 94-103 (1934)

8. James C. Duane: Report to the Aqueduct Commission 1887-1895 (1895)

9. Soil Conservation Service (Engineering Division): Urban Hydrologyfor Small Watersheds, Technical Release No. 55, U.S. Department ofAgriculture, January 1975

10. H.W. King, E.F. Brater: Handbook of Hydraulics, McGraw-Hill, 5thEdition, 1963

I 11. Ven Te Chow: Open Channel Hydraulics, McGraw-Hill, 1959

12. Bureau of Reclamation, United States Department of the Interior,Design of Small Dams: A Water Resources Technical Publication,Third Printing, 1965

13. J.T. Riedel, J.F. Appleby and R.W. Schloemer: HydrometeorologicalReport No. 33, U.S. Department of Commerce, U.S. Department ofArmy, Corps of Engineers, Washington, D.C., April 1956. Availablefrom Superintendent of Documents, U.S. Government Printing Office,Washington, D.C.

14. "Permeability Pore Pressure, and Uplift in Gravity Dams", by RoyW. Carlson, Transactions ASCE, Volume 122, 1957' I

15. The University of the State of New York - The State EducationDepartment - State Museum and Science Service - Geological Survey:Geological Map of New York (1961)

16. Y.W. Isachsen and W.G. McKendree, 1977, Preliminary BrittleStructures Map of New York, Adirondack Sheet: New York StateMuseum Map and Chart Series No. 31A

17. Eastern New York River Basins, Black and St. Lawrence River Basins,1970: United States Department of Agriculture, Appendix A

18. C.H. Smythe and A.F. Buddington, 1926, Geology of the LakeBonaparte Quadrangle: New York State Museum Bull. 269, Page 106

19. A.F. Buddington, 1934, Geology and Mineral Resources of theHammond, Antwerp and Lowville Quadrangels: New York State MuseumBull. 296, Page 251

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