environmental conservation albany f/g 13/13 dam …apr 22, 1980 · dam when subjected to forces...
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A0-A9O 941 NEW YORK STATE DEPT OF ENVIRONMENTAL CONSERVATION ALBANY F/G 13/13NATIONAL DAM SAFETY PROGRAM. LAKE GEORGE OUTLET DAM (INVENTORY --ETCIU)AUG 80 J B STETSON DACW51-Tg-C-0001
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MICRtOCOPY RESOLUTION TEST CHART
SECURITY CLASSIFZCPTION OF THIS PACE , t
REPORT DOCUMEN AO 011ORMMII',IGFR1. REPORT NUMBLR 2. GOVT ACCESSION NO] 3. RE9 IT'S CATALOG NUMBER
W TL SublifS. TYPE OF REPORT A PERIOD COVEREDals nnp~t Report Phase I Inspection Report
___ Lake George Outlet Dam National Dam Safety Program!N' Lake Champlain River Basin, Essex County, NY S. PERFORMING ORG. REPORT NUMBERC ~ Inventory No. 230
O 7. AUTHOR(*) a. CONTRACT OR GRANT NUMBER(a)
Or~ John B. Stetson DACW-51-79-C-OOO1
9. PERFORMING ORGANIZATION NAME AND ADDRESS 1O. PROGRAM ELEMENT. PROJECT, TASK0Stetson-Dale Engineering Company AREA A WORK UNIT NUMBERS
Bankers Trust Buildingact Utica, NY 13501
C1 I CVROLIG OFFICE NAME AND ADDRESS 12. REPORT DATE1$ewVoS tate Department of Environmental .y28 August 1980Conservation 50 Wlolf Road 13. NUMBER OF PAGES
,-Albany, NY 1223314. MONITORING AGENCY NAME 6 ADORESS(If different from Controlling Office) IS. SECURITY CLASS. (of this report)Department of the Army26 Federal Plaza New York District, CofE UNCLASSIFIEDNew York, NY 10287 ISO. DECLASSIFICATION/OOWNGRADING
SCHEDULE
16. DISTRIBUTION STATEMENT (of thi. Report)
Approved for public release; Distribution unlimited. ED T IC
* 18. SUPPLEMENTARY NOTES
*19. KEY WS)RDS (Continue an reverse side it necesary and Identity by block anmber)* Dam Safety *Lake George Dam
National Dam Safety Program Essex County* p1.> Visual Inspection . flbonderoga Creek
S Hydrology, Structural Stability Lake Champlain
26. ADSThACr (contine so reverse plea H necesay and Ideawify 6b block rubw,
Ltj This report provides information and analysis on the physical condition of thej. dam as of the report date. Information and analysis are based on visualI: inspection of the dam by the performing organization.* The examination of documents and visual inspection of the dam and appurtenant
* CZ. structures did not reveal conditions which constitute an immediate hazard toa human life or property. The dam, however, has a number of problem areas which18 should be investigated further.
DD j FI"G 1473 awIToos orF Nov s is1 OBSOLETE
SECURITY CLASSIFICAVIO" Of THIS PAGE (When &We Xtfom
.~ - SEGUWIITY CLA-SIFICATION OF1 TIlS PAGIt in Da* Pntered) .
The structural stability analysis indicates unsatisfactory stability for the* dam when subjected to forces which could occur during winter operations* (including ice loading), the Probable Maximum Flood (PMF), and 1/2 PMF events.
, A structural stability investigation of the dam should be started within6 months to determine the effect of thr dam's steel. bar anchor system and theuplift forces acting on the base of t dam. Remedial measures should be com-pleted within 2 years to increase the .tructural stability of the facility tomeet the Corps of Engineers screening criteria.
* lThe hydrologic/hydraulic analysis establishes the spillway capacity as 46% ofthe Probable Maximum Flood (PMF) with the sluice gates open and 30% of the PMFif the gates remain closed throughout the storm. The dam will be overtopped by2.72 feet by the PMF with the gates closed or 2.55 feet with the gates opened.However, the spillway is capable of passing the 1/2 PMF under either of thesetwo conditions without the dam being overtopped. Therefore, the spillway isassesed as inadequate according to the Corps of Engineers screening criteria.
The following measures should be completed within one year:
1I A warning system should be provided to alert persons that flow in thereceiving stream will be increased, when the control gates areopened.
2. A flood warning and emergency evacuation plan should be developed and; Implemented to alert the public should conditions occur which could• *result in failure of the dam.
3. A formalized inspection program should be initiated to de'velop data.. ;on conditions and maintenance operations at the facility.
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"-" * SECURSITY CL.ASSI~rgCATION OPr THIS PAOChE'a Deeam I nee*
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I- -- KE CHAMPLAIN RIVER BASIN
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LAKE GEORGE OUTLET DAM' "ESSEX j OUNTY
NEW YORK,
i PHASE I JNSPECTION -'EPORT.
NATIONAL DAM -SAFETY PROGRAM- . f - -.....
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I ( NEW YORK DISTRICT CORPS OF ENGINEERS
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DISCLAIMER NOTICE
THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.
PREFACE
This report is prepared under guidance contained in the Rec~mmended Guide-lines for Safety Inspection of Dams, for Phase I Investigations. Copiesof these guidelines may be obtained from the Office of Chief of Engineers,Washington, D.C. 20314. The purpose of a Phase I Investigation is toidentify 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-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 caseswhere 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.
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 atsome 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 andhydraulic 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 test
- flood 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.
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TABLE OF CONTENTS
Page
PrefaceAssessment of General Conditions i-it
Overall View of Dam iii-viSection 1 - Project Information 1-4Section 2 - Engineering Data 5Section 3 - Visual Inspection 6-7Section 4 - Operational Procedures 8
Section 5 - Hydrologic/Hydraulic Computations 9-12Section 6 - Structural Stability 13-17Section 7 - Assessment/Remedial Measures 18-19
FIGURES
Figure 1 - Location MapFigure 2 - Title Sheet - Lake George Gate InstallationFigure 3 - Site Plans & Electrical DetailsFigure 4 - Concrete DetailsFigure 5 - Slide Gate DetailsFigure 6 - Trash Rack and Concrete DetailsFigure 7 - Title Sheet - Lake George Outlet GatesFigure 8 - Site Plan & Wall DetailsFigure 9 - North Gate AbutmentFigure 10 - North Gate Abutment as BuiltFigure 11 - South Gate AbutmentFigure 12 - South Gate Abutment as BuiltFigure 13 - West Wall & ElectricalFigure 14 - Rock Excavation & Abutment DetailsFigure 15 - Miscellaneous MetalFigure 16 - Miscellaneous MetalFigure 17 - Slide Gate DetailsFigure 18 - Contour Map - Uppermost Power DamFigure 19 - Lake George Educational Leaflet - (N.Y.S. D.E.C.Figure 20 - Lake George Educational Leaflet - (N.Y.S. D.E.C.)Figure 21 - Geologic Map
APPENDIX
Field Inspection Report APrevious Inspection Report/Relevant Cor'respondence BHydrologic and Hydraulic Computations CStability Analysis DReferences E
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PHASE I REPORTNATIONAL DAM SAFETY PROGRAM
Name of Dam Lake George Dam, NY230
State Located New YorkCounty Located EssexStream Ticonderoga Creek
Date of Inspection April 22, 1980
ASSESSMENT OFGENERAL CONDITIONS
he examination of documents and visual inspection of the dam and appurtenantstructures did not reveal conditions which constitute an immediate hazard tohuman life or property. The dam, however, has a number of problem areas whichshould be investigated further.
The structural stability analysis indicates unsatisfactory stability for thedam when subjected to forces which could occur during winter operations(Including ice loading), the Probable Maximum Flood (PMF), and 1/2 PMF events.
A structural stability investigation of the dam should be started within6 months to determine the effect of the dam's steel bar anchor system and theuplift forces acting on the base of the dam. Remedial measures should be com-pleted within 2 years to increase the structural stability of the facility tomeet the Corps of Engineers screening criteria.
The hydrologic/hydraulic analysis establishes the spillway capacity as 46% ofthe Probable Maximum Flood (PMF) with the sluice gates open and 30% of the PMFif the gates remain closed throughout the storm. The dam will be overtopped by2.72 feet by the PMF with the gates closed or 2.55 feet with the gates opened.However, the spillway is capable of passing the 1/2 PMF under either of thesetwo conditions without the dam being overtopped. Therefore, the spillway isassesed as Inadequate according to the Corps of Engineers screening criteria.
The following measures should be completed within one year: 1T1. A warning system should be provided to alert persons that flow in the
receiving stream will be increased, when the control gates areopened.
2. A flood warning and emergency evacuation plan should be developed andimplemented to alert the public should conditions occur which couldresult in failure of the dam.
3. A formalized inspection program should be initiated to develop dataon conditions and maintenance operations at the facility.
Dale Engineering Company
JhB.Stetson, Freidn
DD
Date
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Ovi of Lake George Outlet1. verew
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2 . s o u t h4 a b t m n c o n t r o l g a t e s
2. Soth abutment control gate.
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4. Upstream face of Dam from south abutment.
5. Downstream channel.
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6. Railroad bridge 100 feet above darn.
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Ii 7. H~ghway bridge 500 feet above Darn.
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PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
NAME OF DAM - LAKE GEORGE OUTLET DAM ID# - NY 230
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 Dale EngineeringCompany and The New York State Department of Environmental Conserva-tion.
b. Purpose of Inspection
The purpose of this inspection is to evaluate the existing conditionof the Lake George Outlet Dam and appurtenant structures, owned bythe New York State Department of Environmental Conservation, and todetermine if the dam constitutes a hazard to human life or propertyand to transmit findings to the State of New York.
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
The Lake George Outlet Dam is located in the Village of Ticonderoga,approximately 500 feet downstream from the Alexandria Avenue Bridgenear the southern boundary of the village. The dam is a concreteand masonry gravity structure approximately 110 feet long with a max-imum height of approximately 8 feet. Control gate structures arelocated on both the north and south abutments of the dam. The southabutment control structure consists of two electrically operatedsluice gates, one 8 feet wide by 7 feet high and one 10 feet wide by7 feet high. The north abutment control structure consists of asingle electrically operated sluice gate 10 feet wide by 7 feet high.The principal spillway section of the dam is located between the twocontrol gate structures and Is approximately 59 feet wide with a top
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width of 5 feet, 10 inches. A walkway traverses the entire structure
allowing access across the dam during all but extreme high levelflows. The dam is situated on bedrock which is visible both at thedownstream face of the spillway section and at the upstream face ofthe dam when viewed through the water. The dam was formerly used asa source of power for mills owned by the International Paper Company.These mills have been demolished and only the foundation walls andfloor slabs now remain at the site.
b. Location
The Lake George Outlet Dam is located in the Village of Ticonderoga,Town of Ticonderoga, Essex County, New York.
c. Size Classification
The maximum height of the dam is approximately 8 feet. The storagevolume of the impoundment is approximately 2,185,000 acre feet.Therefore, the dam is in the Large Size Classification as defined bythe Recommended Guidelines for Safety Inspection of Dams.
d. Hazard Classification
Ticonderoga Creek, the receiving stream from the impoundment, flowsthrough the center of the Village of Ticonderoga. Numerous struc-tures are located along the banks of the creek. The creek is alsoused for recreational purposes such as fishing, swimming and sun-bathing. Therefore, the dam is in the High Hazard Category as de-fined by the Recommended Guidelines for Safety Inspection of Dams.
e. Ownership
The dam is owned by the New York State Department of EnvironmentalConservation.
Contact: Regional DirectorNew York State Department ofEnvironmental ConservationBox 220Warrensburg, New York 12885
Telephone: 518-623-3671
f. Purpose of the Dam
The dam is used to regulate the level of Lake George for recreationaland environmental purposes.
g. Design and Construction History
The construction plans included in this report indicate that the damwas reconstructed in 1974. This reconstruction consisted of theremoval and replacement of the sluice gates on both the north and
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south abutments and the placement of a concrete overlay on the up-stream face of the main spillway. This reconstruction program alsoprovided for the blockage of the existing penstocks which formerlyfed the paper mill power systems. Earlier inspection reports alsoincluded in this report indicate that the masonry dam was originallyconstructed in 1904 as a source of power for the International PaperCompany mills located along the banks of the Ticonderoga Creek. Alater report dated July 31, 1920 indicates 1803 as the date of origi-nal construction of an earlier dam at this site.
h. Normal Operational Procedures
The facility is operated by the New York State Department of Environ-mental Conservation. The facility is used to control the level ofLake George by manipulating the sluice gates at the structure. Thenormal controlled level of Lake George is 3.5 feet on the gauge atRogers Rock State Park. The "0" reading on the gauge is equivalentto an elevation of 315.93 feet above sea level on the USGS datum.
1.3 PERTINENT DATA
a. Drainage Area
The drainage area of the Lake George Outlet Dam is 231 square miles.
b. Discharge at Dam Site
Peak Recorded Discharges:
March 17, 1977 1370 cfs*April 9, 1936 1470 cfs
Computed Discharges:
Spillway, Top of Dam (Gates Closed) 1665 cfsSpillway, Top of Dam (Gates Open) 3250 cfsGated Drawdown (3 Gates Open 5 Feet) 930 cfs (Water Surface
@ Elev. 319.6)
c. Elevation (Feet Above MSL)
Top of Dam 323.0Spillway Crest 319.6Stream Bed at Centerline of Dam 311.6
d. Reservoir
Length of Normal Pool 169,000+ FT
*Measured at USGS Gage 04279000, 1/2 mile downstream of dam,
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e. Storage
Top of Dam 2,279,000 Acre FeetNormal Pool 2,185,000 Acre Feet
f. Reservoir Area
Top of Dam 29,000 AcreSpillway Pool 29,000 Acre
g. Dam
Type - Masonry & Concrete Gravity.Length - 110 Feet.Height - 8 Feet.Freeboard Between Normal Reservoir and Top of Dam - 3.4 Feet.Top Width - 5 Feet, 10 Inches (Measured).Side Slopes - Upstream - 1 Horizontal, 12 Vertical; Downstream -
1 Horizontal, 4 Vertical.Zoning - N/A.Impervious Core - N/A.Grout Curtain - N/A.
h. Spillway
Type - Broad Crested.Length - 59 Feet.Crest Elevation - 319.6Gates - None.U/S Channel - Impoundment.D/S Channel - Natural Rock.
i. Regulating Outlets
2 gates, 10 feet wide x 7 feet high; 1 gate, 8 feet wide x 7 feethigh.
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ISECTION 2 - ENGINEERING DATA
2.1 GEOTECHNICAL DATA
No records of subsurface investigations performed for this structurewere available. Former inspection reports for the dam indicate thatthe dam is founded on bedrock. The visual inspection confirms thisstatement.
2.2 DESIGN RECORDS
No records were available from the original design of the dam. Acomplete set of Construction Drawings for the 1974 reconstruction ofthe sluice gates is included in the report. See Figure 2 through 17.
2.3 CONSTRUCTION RECORDS
No information was available concerning the original construction ofthe dam.
2.4 OPERATION RECORDS
Records concerning the operation of the dam are kept by the New YorkState Department of Environmental Conservation in Warrensburg. Theserecords relate basically to lake levels and sluice gate openingswhich were maintained during the record period.
2.5 EVALUATION OF DATA
The data presented in this report was obtained from the Department ofEnvironmental Conservation files. The information available appearsto be reliable and adequate for the Phase I inspection purposes.
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SECTION 3 - VISUAL INSPECTION
3.1 FINDINGS
a. General
The Lake George Outlet Dam was inspected on April 22, 1980. The DaleEngineering Company Inspection Team was accompanied on the inspectionby Charles W. Glass, Engineering Technician for the Department ofEnvironmental Conservation, Region 5 in Warrensburg, New York.
b. Dam
At the time of the inspection, all of the sluice gates controllingthe outflow from the impoundment were in the full open position. Thewater level in the impoundment was 11 inches below the top of theprincipal spillway. This condition allowed visual inspection of thedownstream face of the spillway section. However, flow through thesluice gate channels obscured the concrete walls in these areas fromview. There was no sign of seepage through the masonry face of theprincipal spillway. The concrete work in general appeared to be inexcellent condition. Visual observation did not disclose physicaldisplacement of the alignment of the structure and there was novisual evidence of structural instability.
c. Appurtenant Structures
Both the north and south abutments of the dam were formerly the siteof mills of the International Paper Company. The remains of thesemills are still evident on the site. Masonry walls on both sides ofthe downstream channel were formerly a part of the mill structures.A concrete floor slab is presently visible on the north abutment ofthe dam. The void below this concrete slab has been filled with de-bris from the demolition of the mill buildings. The masonry wallsalong the channel are in satisfactory condition so as not to presenta hazard from erosion due to flow in the outlet channel.
d. Control Outlet
The outlet of the impoundment is controlled by manipulation of thesluice gates located on both the north and south abutments. Thesesluice gates are electrically operated and were the major portion ofthe 1974 reconstruction of the dam. The inlet of the sluice gatesare equipped with trash racks to prevent floatable material frombeing lodged in the sluice gate opening. The sluice gates are pre-sently in operating condition.
e. Reservoir Area
Lake George extends approximately 32 miles to the south of the LakeGeorge Outlet Dam. The lake is used extensively for recreational
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purposes. The shore of the lake slopes steeply to elevations of over
2200 feet. The lake reaches depths of approximately 175 feet alongthe east shore. There are no known areas of bank instability alongJthe impoundment.
f. Downstream Channel
t The downstream channel of the Ticonderoga Creek is formed in bedrock.No evidence of recent erosion was noted in the channel.
J3.2 EVALUATION
The visual inspection revealed that the dam is generally in good con-dition. The sluice gate structures are in excellent operating condi-tion and the concrete surfaces are similarly in good condition. Nodeformation of the alignment of the structures was noted in the visu-al inspection.
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SECTION 4 - OPERATIONAL PROCEDURES
4.1 PROCEDURES
The normal operating procedure for this structure is to control thewater level in Lake George for recreational and environmental pur-poses. The sluice gates at the structure are used to regulate thelevel of the impoundment. Water level readings are made at the gaugeat the Rogers Rock Campsite and are relayed to the regional headquar-ters for the Department of Environmental Conservation at WarrensburgThe gauge readings are interpreted and directions are given to theoperator in the Village of Ticonderoga who operates the gates. Theprocedures for regulating the level is set forth in Section 38,Chapter 1035, Laws of 1957, as amended of the Navigation Law. (Seecopy of the law on last page of Appendix B.)
4.2 MAINTENANCE OF THE DAM
Maintenance and operation of the dam is controlled by the New YorkState Department of Environmental Conservation. Visits are made tothe site to check on the conditions of the facilities and to operatethe sluice gates.
4.3 MAINTENANCE OF OPERATING FACILITIES
The gates controlling the flow are presently in excellent operatingcondition and are checked at least once a month by the New York StateDepartment of Environmental Conservation.
4.4 DESCRIPTION OF WARNING SYSTEM
No warning system is in effect at present.
4.5 EVALUATION
The dam and appurtenances are inspected at regular intervals by theNew York State Department of Environmental Conservation. The facil-ities are in excellent condition and there is no evidence of deteri-oration caused by lack of maintenance.
A formalized inspection program should be initiated to develop dataregarding the physical conditions of the facility and to document thevarious maintenance operations wAich are undertaken at the dam.
A warning system should be installed to alert pesons who may be inthe creek channel hen the control gates are to be opened. Present-ly, the operator of the gates must visually determine if persons arein the channel and warn them individually when the gates are to beopened.
Because the dam is in the high hazard classification a flood warningand emergency evacuation plan should be implemented to alert the pub-lic, should conditions occur Aich could result in failure of thedam.
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SECTION 5 - HYDROLOGIC/HYDRAULIC
5.1 DRAINAGE AREA CHARACTERISTICS
The Lake George Outlet Dam is located in the south-east corner ofEssex County in Ticonderoga, New York. The dam has a drainage areaof 231.4 square miles, which is characterized by mountains risingsteeply from the lake valley. The reservoir has a surface area ofapproximately 29,000 acres and outlets into Ticonderoga Creek, whichflows in a northerly then easterly direction through Ticonderoga toLake Champlain.
5.2 ANALYSIS CRITERIA
The purpose of this investigation is to evaluate the dam and spillwaywith respect to their flood control potential and adequacy. This hasbeen assessed through the evaluation of the Probable Maximum Flood(PMF) for the watershed and the subsequent routing of the flood
through the reservoir and the dam's spillway system. The PMF eventis that hypothetical flow induced by the most critical combination ofprecipitation, minimum infiltration loss and concentration of run-offof a specific location that is considered reasonably possible for aparticular drainage area. Since the dam is in the Large Dam Categoryand is a High Hazard, the Recommended Guidelines for Safety Inspec-tion of Dams (Ref. 1) require that the spillway be capable of passingthe Probable 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. In the event that thedam could not pass the Probable Maximum Flood without overtopping,additional analyses are to be performed on potential dam failures ifthe dam is designated as a High Hazard Classification. This processwas done with the concept that if the dam was unable to satisfy thiscriteria, further refined hydrologic investigations would berequired.
The dam is equipped with three sluice gated outlets which are normal-ly operated electrically, but can be manually operated. The New YorkState Department of Conservation controls the operation of thesegates and is required by law to open these gates vhen the water ele-vation in the main portion of the lake corresponds to approximatelyfour inches above the spillway elevation. Due to the flow restric-tion of Alexandria Avenue Bridge under high flows, the water eleva-tion just upstream of the dam may be half a foot or more below thewater surface in the main portion of the lake. Two cases were con-sidered in the hydraulic analysis of the spillway capacity. One caseassumed the water surface to Initially be at the top of spillway ele-vatlon and the sluice gates to open When the water surface raised
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slightly above this elevation. The second modelled case assumed thesluice gates to remain closed throughout the flood event.
The U.S. Army Corps of Engineers' Hydrologic Engineering Center'sIComputer Program HEC-1 DB using the Modified Puls Method of floodrouting was used to evaluate the dam, spillway capacity, and down-stream hazard.
Unit hydrographs were defined by Snyder coefficients, Ct andCf• Snyder's Ct was estimated to be 1.5 for the steeplysloped drainage area and C was estimated to be 0.625. Thedrainage area was divided qnto sub-areas to model the variability inhydrologic characteristics within the drainage basin. Due to thelength of Lake George, the hydrographs from the sub-basins draininginto the lake were lagged to reflect the travel time through thelake. Run-off, routing and flood hydrograph combining was thenperformed to obtain the inflow into the reservoir.
The Probable Maximum Precipitation (PMP) was 17.5 inches according toHydrometeorological Report (HMR #33) for a 24-hour duration storm,200 square mile basin, while loss rates were set at 1.0 inch initialabstraction and 0.1 inches/hour continuous loss rate. The loss ratefunction yielded 80 percent run-off from the PMF. The peak for thePMF inflow hydrograph was 279,480 cfs and the 1/2 PMF inflow peak was139,737 cfs. The large storage capacity of the reservoir reducedthese peak flows to 5,624 cfs for the PMF and 1,540 cfs for the 1/2PMF, for the condition with all gates closed. The peak dischargeflows for the condition with the gates open were 6,996 cfs for thePMF and 2,932 cfs for the 1/2 PMF.
5.3 SPILLWAY CAPACITY
Under normal operation, water either spills over the central portionof the dam or is wasted through one or more of the the sluice gates.However, for higher flows, water may also spill over the sluice gateabutment sections before the dam abutment walls are overtopped. Thecentral section of the dam is approximately 60 feet in length andacts like a broad-crested weir. Weir coefficients ranging from 2.5to 3.1 over the heads encountered in routing the PMF were assigned tothis section for the spillway rating curve development. For the PMFevaluation, the analysis was performed both with all sluice gates inthe closed position, and with all gates opened. Weir coefficients of2.64 were used for the sluice gate abutment sections and 3.32 forflow over the top of the sluice gates. Discharges through the opengates were taken from an actual rating curve obtained from the De-partment of Environmental Conversation's Warrensburg office. Thetotal discharge capacity of the structure at the top of dam elevationis 1,665 cfs with the gates closed and 3250 cfs with gates opened.
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DISCHARGE CAPACITY(WITH GATES CLOSED)
Flood Peak Discharge Capacity as % of Flood Discharge
PMF 5,624 cfs 30%1/2 PMF 1,540 cfs 108%
DISCHARGE CAPACITY(WITH GATES FULLY OPENED)
• Flood Peak Discharge Capacity as % of Flood Discharge
PMF 6,996 cfs 46%* 1/2 PMF 2,932 cfs 111%
5.4 RESERVOIR CAPACITY
The reservoir storage capacity was estimated from USGS mapping andthe New York State Department of Environmental Conservation Educa-tional Leaflet on Lake George.
The resulting estimates of the reservoir storage capacity are shownbel ow:
Top of Dam 2,279,000 Acre Feet
Spillway Crest 2,185,000 Acre Feet
5.5 FLOODS OF RECORD
The maximum recorded discharge at the dam site was 1470 cfs onApril 9, 1936 (Ref. 18). This occurred during operation of the pre-vious dam and gate structures. The maximum recorded discharge duringthe operation of the present structure was 1370 cfs on March 17, 1977(Ref. 19). This discharge was measured at the La Chute U.S.G.S. gageapproximately 2,800 feet downstream from the dam. Due to the regu-lating capability of the outlet gates and the large storage capacityof the lake, the peak discharge from any storm is very much influ-enced by the initial lake level and the operation of the gates.
5.6 OVERTOPPING POTENTIAL
The HEC-l DB analysis indicates that the dam will be overtopped asfollows:
(WITH GATES CLOSED)
Flood Maximum Depth Over Dam
PMF 2.72 Feet1 1/2 PMF 0 Feet
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(WITH GATES OPENED)
Flood Maximum Depth Over Dam-Ir 2.55 Feet
1/2 PMF 0 Feet
Under normal operating conditions the gates would be opened underhigh flows to control the lake level and discharge.
It should also be noted that historical evidence indicates that theAlexandria Avenue bridge opening acts as a flow restriction underhigh flows. Therefore, the water elevation in the main portion ofthe lake would be higher than the water elevation of the portion justupstream of the dam. This condition would further utilize the lakesnatural storage capacity and reduce the peak discharges from largefloods somewhat. The analysis of the effect of the Alexandria Avenuebridge was not within the scope of this investigation. Any addition-al hydrologic and hydraulic investigations of the Lake George OutletDam should incorporate the effect of the Alexandria Avenue bridge onthe attenuation of the studied floods.
5.7 EVALUATION
The hydrologic/hydraulic analysis establishes the spillway capacityas 46% of the Probable Maximum Flood (PMF) with the sluice gates openand 30% of the PMF if the gates remain closed throughout the storm.The dam will be overtopped by 2.72 feet by the PMF with the gatesclosed or 2.55 feet with the gates opened. However, the spillway iscapable of passing the 1/2 PMF under either of these two conditionswithout the dam being overtopped. Therefore, the spillway isassessed as inadequate according to the Corps of Engineers screeningcriteria.
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SECTION 6 -STRUCTURAL STABILITY
6.1 EVALUATION OF STRUCTURAL STABILITY
a. Visual Observations
The Lake George Outlet Dam is a masonry and concrete structure sitedon a natural rock ledge along the stream outlet from Lake George intoLake Champlain. Foundation bedrock is exposed at and below the down-stream toe of the dam.
This dam, constructed in 1903 of masonry, had renovations performedin 1974 which included rebuilding of the northerly and southerlyabutment sections, new sluice gates for the abutment sections, and apoured concrete refacing of the dam's upstream side.
At the time of the inspection, the sluice gates were open and dis-charging, with the level of the upstream impoundment approximatelyone foot below the crest of the spillway section. The condition ofthe visible new concrete work is good to excellent, and the down-stream masonry face of the dam is fairly good although deteriorationof some mortar joints is occurring. No evidence of structural in-stability was noted. No indication of underdam seepage was apparentalthough the dam's downstream face was damp from what was believed tobe spray from the turbulent discharge through the sluice gates, acondition which would tend to mask a low rate of seepage.
The downstream channel area adjacent to the dam is defined by rockand by sections of now-abandoned masonry walls founded on the area'sbedrock. Presumably, the masonry construction represents the remainsof mill buildings previously located at this site. Varying degreesof deterioration have affected this masonry but it appears stablewithout threat to the downstream channel.
A plate girder bridge for a now-abandoned section of railroad crossesthe dam's impounding area a short distance upstream. The foundationfor the center span (reservoir) piers supporting this bridge consistof timber cribbing placed on stones. Deterioration of the timber wasobserved.
b. Geology and Seismic Stability
Geologically, the dam site is located near the eastern boundary ofthe Adirondack Province and about one mile from the southwest cornerof the Champlain Section of the Valley and Ridge Province.
The dam's foundation and abutments are sited in bedrock. Bedrock isgranitic to syenitic gneiss, and rated as a hard, durable, dense,resistant and impermeable material. Weathering is very minor.Structurally, rock foliation is from approximately horizontal to an
13
orientation of N8*W with a dip of lONE. Three prominent joint sets* are present as follows:
Set Strike Dip Spacing
1 N1OE 50-60W 2'-4'2 N82E 900 3'-6'; 40" common3 N72W 900 1"-4"
With the dam axis having a northeast - southwest orientation, jointSet 1 is almost parallel to the dam face and dips steeply downstream.Sets 2 and 3 strike at a high angle to the dam. Foliation is eitherhorizontal or dips at a low angle into the dam. This combination offoliation and joints presents the possibility that hydraulic actionand frost wedging could remove blocks of rock from the outcrop apronat the toe of the dam. Open joints at the toe were observed duringthe inspection.
Several faults are located in the vicinity of the dam but none areknown to cross the site. (See Geologic Map, Figure 21.) The area islocated within Zone 2 of the Seismic Probablility Map but does havethe potential of a Zone 3 Designation.
Information on some of the larger earthquakes for the area is tabu-lated below:
Intensity LocationDate Modified Mercalli Relative to Dam
1851 11 12 mi. NNE1855 IV 32 mi. SW1867 VII 24 mi. NE1916 V 16 ml. SW1931 VII 32 mi. SW1946 Il 16 ml. W1962 V 19 mi. N
Many earthquakes of lesser intensity are known to have occurred inthis region according to the New York State Geologic Survey althoughnone have been in the immediate vicinity of the dam.
c. Stability Evaluation
Design drawings available for review show plan alignment and thecross-section for the dam spillway but do not include information onthe properties of the dam and foundation materials, nor stabilityanalysis. As part of the present study, stability evaluations havebeen performed for the dam spillway section. Actual properties ofthe dam's construction materials and foundations were not determinedas part of this study; where information on properties was necessaryfor computations but lacking, assumptions felt to be practical weremade. The stability computations assumed a structural cross-section
14
based on dimensions indicated by the plans included in this report.It should be considered that, in areas where deterioration has oc-curred, section dimensions would be less than indicated by the plans,with some adverse effect on the structural strength expected. Theanalysis also assumed the dam section to be monol Ithic, possessingnecessary internal resistance to shear and bending occurring as aresult of loading.
The results of the stability computations are summarized in the tablefollowing this page. The stability analyses are presented in
Appendix D.
The engineering studies indicate satisfactory stability against over-turning and sliding effects for the dam subject to forces possibleduring normal summer-type operation (no ice loading). Satisfactorystability is also indicated where seismic effects are imposed ontothe normal summer operating condition. The analysis indicates unsat-isfactory stability against overturning for the dam subject to forcesincluding ice loading possible during winter operations, according tothe Recommended Guidelines for Safety Inspection of Dams (i.e., wherethe resultant of forces acting on the dam is located outside themiddle third of the base, tensile stresses would develop in the damsection, a condition which is structurally undesirable.)
For the 1/2 PMF and PMF conditions, unsatisfactory stability isindicated. Lateral water pressures were calculated from the computedwater surface elevations.
Critical to the analysis and resulting indication of stability arethe items of uplift water pressure acting on the base of the dam andthe relative permeabil'ty of the site's foundation rock. For the"normal operating conaitions" case, the analysis uplift force wasbased on a full headwater hydrostatic pressure acting on the dam'supstream corner and a full tailwater hydrostatic pressure acting onthe dam's downstream corner. Uplift pressures were assumed to varylinearly between the dam's upstream and downstream corners, and toact upon 100 percent of the dam base. The resulting uplift forcerepresents a condition that is significant to indications of insta-bility.
Uplift as computed for the normal operating condition was also as-signed to the flood conditions studied, assuming that uplift pres-sures would not increase significantly over a relatively short floodstage time period because of an expected low foundation rock perme-ability. With this assumption for uplift, the winter operatingcondition represents a .loading combination more critical to damstability than the 1/2 PMF and PMF flood conditions because of thesignificant effect of ice forces.
15
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Design information applicable to the 1974 renovation indicates steeldowels (5/8 inch bars) were embedded into the foundation rock within
1the heel section of the dam. Anchoring at this location increasesthe dam's resistance to overturning. However, a preliminary analysisindicates that the additional resistance necessary to achieve satis-factory stability under the winter operations loading condition wouldInot be provided by the dowels.
Further studies are required for this dam to evaluate factors criti-cal to its stability, including the presence of uplift, anticipatingthat it will be necessary to develop measures for improving the sta-bility. A future study should include investigation of the dam'sfoundation rock to evaluate the rock jointing described under part6.1.b. of this report. It is also recommended that the studies ex-tend to the railroad bridge behind the dam, evaluating the stabilityof that structure and its foundations if subject to flood conditions,as a prelude to considering the impact its collapse could have on thedam.
17
i
SECTION 7 - ASSESSMENT/REMEDIAL MEASURES
7.1 DAM ASSESSMENT
a. Safety
This Phase I inspection of the Lake George Dam did not indicate con-ditions which constitute an immediate hazard to human life or proper-ty.
The hydrologic/hydraulic analysis establishes the spillway capacityas 46% of the Probable Maximum Flood (PMF) with the sluice gates openand 30% of the PMF if the gates remain closed throughout the storm.However, the spillway is capable of passing the 1/2 Ptf without thedam being overtopped under either of these two conditions. There-fore, the spillway is assessed as inadequate.
The following specific safety assessments are based on the Phase 1Visual Examination, Analysis of Hydrology and Hydraulics, and Struc-tural Stability.
1. The stability analysis indicates unsatisfactory stabilityagainst overturning for the dam when subjected to forces whichcould occur during winter operations (including ice loading),the Probable Maximum Flood (PMF), and 1/2 PW events.
2. Normal operation of the facility requires that sluice gates beopened to maintain the optimum level in Lake George. Increasedflow in the receiving stream caused by opening of the sluicegates presents a danger to persons using the stream for recrea-tional purposes.
3. No warning system is in effect to alert the public, should con-ditions occur which could result in failure of the dam.
b. Adequacy of Information
The information available is adequate for the Phase I investigation.
c. Urgency
The structural stability investigations should be commenced within 6months and remedial work necessary to improve the stability should becompleted within two years. The remaining items should be attendedto within one year.
d. Need for Additional Investigation
Further investigations relative to the structural stability of thefacility should be performed to determine appropriate remedial mea-sures necessary to provide stability under the load conditions setforth in the "Recommended Standards for Safety Inspection of Dams."
18
1
FI
I 7.2 RECOMMENDED MEASURES
1. A structural stability analysis of the dam should be conducted todetermine the effect of the dam's steel bar anchor system and theuplift forces acting on the base of the dam. Remedial measuresshould be taken to increase the structural stability of the facilityto meet the Corps of Engineers Screening Criteria.
J2. A warning system should be provided to alert persons that flow in thereceiving stream will be increased, when the control gates areopened.
3. A flood warning and emergency evacuation plan should be implementedto alert the public, should conditions occur which could result infailure of the dam.
4. A formalized inspection system should be initiated to develop data onconditions and maintenance operations at the facility.
19
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EDUATINA CLEAFLETOIS
I TONGUE (MAP CONTINUES ON REVERSE PACE)
TRAILS ,FLOATINC BATTE~RY
Lalke f A
an~ I o LC KT ONGeorge * I.AIM. ON
Physical Characteristics - L WArea Approximately: 28,200 acres -4 -COM16SSION POINT
Elevation: 322 feet er'MMaximum Depth: 187 feet 'kP.I4a MAIMLength: 32 miles -ua.wi ISLANDMaximum Width: 3 miles A HDQ.
Fish Present 3Lake TroutCALandlocked Salmon GOLTUI LNIMC IRainbow TroutBrown Trout (Rare)GLAICisco UDE$VPTSmallmouth BassLargemouth Bass 1,tNorthern PikeChain Pickerel sYellow PerchBullheadSunfish i-IcRock BassSuckers 0 1 zVarious MinnowsBlack Crappie
03ARSRainbow Smelt
HuWing in Vicinitysoas 4
Deer ____________
Ruffed GrouseSnowshoe Hare ISLAND CAMPINGBear
Fur Bearers * DEP-T. IIDQ. -Beaver Fisher GE4SADCMOtter Red Fox GERTS AT CAMPMink Gray Fox PRISA HMuskrat Coyote NEAREST ONEBobcat Weasel
A~o i.ee CAO a&, I1p.0,10104,
CON-187
MISRE 19
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LAKE GEORGE ISLANDS
At Lake George there are 47 State-owned islands available for camp.
ing. Permits must be obtained for camping on them regardless of the
length of stay. Permits are available at three Deportment headquarters;on Lon Island for the southerly part of the Lake, Glen Island for thecentral part, and Narrow Island at Huletts Landing for the northerly part. is %
The Glen Island and Long Island headquarters can be reached by to)*-phone. Bolton NH 4-9696 is the number for Glen Island and Kattskill Bay n 1
NL 6.9426 for Long Island. The telephone number at Narrow Island head-quarters is Clemons 2341. a o ,L. €
There are 11 State-owned islands used exclusively for picnicking. 3SSLOPFfA20
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LAKE
GEOLOGIC MAP
i)STETSON* DALE OW~29 - FWM I2IJ?
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I APPENDIX A
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CHECK LISTHYDROLOGIC & HYDRAULIC
ENGINEERING DATA
DRAINAGE AREA CHARACTERISTICS: Lake George
ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 2,185,000 ac-ft @ elev. 319.6
ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): Not applicable
ELEVATION MAXIMUM DESIGN POOL: 2,279,000 ac-ft @ elev. 323 (top of dam)
ELEVATION TOP DAN: 323.5
CREST:
a. Elevation 319.6
b. Type Broad-crestedc. Width 6 feetd. Length 60 feete. Location Spillover Center of damf. Number and Type of Gates 2 - 10 ft. x 7 ft., 1 - 8 ft. X 7 ft.
OUTLET WORKS:
a. Type 3 sluice gates
b. Location I - north, 2 - south
c. Entrance Inverts 313
d. Exit Inverts Same as Entrancee. Emergency Draindown Facilities 3 sluice gates
HYDROMETEOROLOG I CAL GAGES:
a. Type Noneb. Location --
c. Records --
MAXIMUM NON-DAMAGING DISCHARGE: 1470 cfs
,I
APPENDIX B
PREVIOUS INSPECTION REPORTS/RELEVANT CORRESPONDENCE
0Kolak
- 5 4/25/74
GENERAL GUIDELINES FOR OPERATIONOF LAKE GEORGE OUTLET
LAW"
The law regulating the water surface at Lake George, dated March 27, 1957,provides a maximum water surface elevation of 4.00 feet through the year, and aminimum water surface elevation of 2.5 feet from June 1 to December 1, with dueallowance for natural fluctuations or emergencies. In addition, the law statesthat the water surface between June 1 and September 30 is to be an average of3.5 feet. Water surface elevations are based on the U.S.G.S. Roger Rock Gauge.The law further states that if the level of the lake rises above 4.0 chat allgates shall be opened and that if the level of the lake drops below 2.5 fromJune 1 to December 1, all gates shall be closed.
REGULATION GUIDELINES
In order to satisfy the Legislative mandates and achieve the most desirablelake levels for all interests concerned, the following general guides are given:
1. Starting with the winter freeze-up period, try to have the lake elevationat about 2.6 by around December 15. Freeze-up generally starts aboutmid-December to January 1. By keeping elev. at 2.6 + for winter period,this allows for spring thaw without requiring a large drop in the watersurface. If one were to drop from say 4.0 + to 2.6 + while lake is frozen,there would be damage to docks around the lake. One can probably not gotoo low for freeze-up (say 1.8 or 2.0) because if too much shoreline isexposed damage can occur to docks and retqining walls, etc. from frostheave. Also, gate capacity may not allow for such a drawdown with normalinflow at this time of year.
2. Snow surveys are to be made in late January, February, mid-March, andlate March. According to this information, provide storage and operategates to achieve a level of 3.5 + by May 1. The usual Spring conditionwill be for the lake to rise about 1.5 ft. from snowmelt and rains in thisperiod--even with the gates discharging relatively large flows. Thelake generally will fill by mid-April.
3. During May and June with lake at 3.5 +, be alert for sudden rains whichhave tendency for high runoff and may cause lake to rise + 0.5 in thisperiod.
r -2-
4. In Aug., Sept., and Oct., there is-often a drawdown (from the acceptableaverage of 3.5 +) with lows usually coming near the end of Oct. Thisis due to loweriinflows combined with evaporation losses. By conservationpractice try to keep the lake up at 3.5 + for as long as possible to allowboat owners to bring in boats during Sept., Oct. and beginning of Nov.After this period drawdown lake to winter elevation of 2.6 + bymid-December.
5. In summary, problem areas to watch will be: (1) Spring to allow properstorage for spring runoff; (2) Late Spring and eary summer when the wateris high and the ground is usually wet the gates will immediately requirefull opening if heavy rains occur; (3) Early winter to avoid too high ortoo low a freeze-up elevation; (4) Conservation during summer to avoidlows during late summer and Fall.
GENERAL NOTES
1. The above represent general guidelines and should be refined as ex-perience dictates or conditions change. Unusual conditions (floods, droughts,etc.) will deviate from the above and will have to be handled as best onecan.
2. The mountainous character and soil of the Lake George Watershed resultsin a rapid runoff. The discharge capacity of the control structure israther small in relation to the size of the lake. Therefore, the lakelevel responds rapidly on inflow but slowly on discharge. For example,an inch of runoff, which can occur in less than 24 hours, will raise thelake about 4.3 inches. At maximum outflow of about 1,200 cfs, it wouldtake four or five days to lower the lake 4.3 inches providing no addi-tional inflow occurs.
3. For drought conditions, a low flow release may be required for sewagedilution, process water, and fish life.
4. Day-to-day operation of the gates will depend primarily on (1) existingelevation of the lake; (2) rainfall measurements, (3) drainage areaconditions such as saturated ground, forzen ground, high or low snowmelt potential.
i
rKolak
a- 4/26/74
LAKE GEORGE - GENERAL GUIDELINES FOR RECORD KEEPING
1. Receive daily lake elevation at Rogers Rock Gage - obtain 24 hr.
precipitation data.
2. Plot on graph lake elev. and daily precipitation data - keep
up-to-date - also plot daily gate positions.
3. When discharge records are available from U.S.G.S. plot daily.
discharges on above graph.
AL
POLICIES AND PROCEDURES MANUAL
TITLE 9500 - WATER RESOURCE MANAGEMENT
CHAPTER 9590 - LAKE GEORGE WATER LEVEL MANAGEMENT
Introduction. Since 1957 New York State has had responsibility
for overseeing the regulation of the water levels of Lake George.
SThis responsibility was with. Department of Transportation until
1968 when it was transferred to the Department of Environmental
Conservation. During this time and until recently, the actual
operation of the Lake George Outlet Gates, which control Lake
George water levels, was done by International Paper Co.,
Ticonderoga, N.Y. who were the owners of the Outlet Dam.
In March of 1974, the Department of Environmental Conservation
acquired ownership of the dam and took over the actual operation
of the Outlet Gates. The lake level is regulated according to
the applicable section of the Navigation Law. The outlet dam
was reconstructed in the summer of 1974 by the Department of
Environmental Conservation. In 1976 further work is
planned to complete the modernization of the outlet gates.
9590.1 - Authority. Section 38, Chapter 1035, Laws of 1957, as amended, of the
Navigation Law.
1. The law regulating the water surface at Lake George, dated March 27,
1957, provides for a maximum water surface elevation of 4.00 feet through the
year, and a minimum water surface elevation of 2.5 feet from June 1 to December 1,.
with due allowance for natural fluctuations or emergencies. In addition, the law
states that the water surface between June 1 and September 30 is to be an average
of 3.5 feet. Water surface elevations are based on the U.S.G..S. RogersRock Gauge.
The law further states that if the level of the lake rises above 4.0 that all
- ... -- . ..- .. .. *,.. .. _ .,* . . ,, , ,. . . ,- .,: . . .
gates shall be opened and that if the level of the lake drops below 2.5 from
June I to December 1, all gates shall be closed.
.9590.2 - ObJective.
1. To regulate the water level of Lake George as nearly as possible in
accordance with the prescribed law and maintain the most desirable lake levels
and flow releases for all concerned interests.
2. To set forth duties and responsibilities of Departmental units regarding
regulation of the water levels of Lake George.
9590.3 - Policy.
1. Regulation guidelines will be established and revised as necessary for
obtaining as nearly as possible the lake levels as prescribed by law and for the
best interests of all concerned parties.
2. Adequate records will be maintained to insure proper lake level operation
and for analytical and historical purposes.
9590.4 - Procedures.
1. Guidelines for Lake Regulation
a. Starting with the winter freeze-up period (December 15) the lake
elevation will generally be kept on the low side (2.8 ±).
b. Snow surveys are to be made in late January, February, Hid-March
and late March. According to this information, provide storage and
operate gates to achieve a level of 3.5 ± by May 1.
c. From May through October keep lake at 3.5 ±.
d. By mid-December have lake at lower elevation for winter period.
. Notes:
1. The foregoing general regulation guidelines should be
* refined as experience dictates or conditions change. Unusual
conditions (floods, droughts, etc.) may deviate from the
• ~fs- " C
* Guidelines and will have to be handled as best one can.
2. Day-to-day operation of the gates will depend primarily on
(1) existing elevation of the lake; (2) drainage area conditions
such as saturated ground, frozen ground, high or low snow melt
potential; (3) rainfall data.
2. Responsibilities for Lake Regulation
a. Lake George Field Office, Lake George, N.Y.
1. Obtains and receives all data, makes studies, keeps all
records, and makes recomuendations for operation and maintenance
of gates and dam at Lake George outlet.
2. Reviews and revises lake regulation guidelines as necessary.
3. Directs and supervises snow surveys.
b. Bureau of Facilities and Construction Management, Hydraulics
Section
1. Reviews work and guidelines established by Lake George Office
and lends technical assistance when necessary.
c. Warrensburg District Office
1. Furnishes men and equipment to operate and maintain gates
and dam as directed by Lake George office.
2. Furnishes men and equipment to make snow surveys under
direction of Lake George office.
3. Procedures for Record Keeping, Lake George Office
a. Receives from gauge reader (Mr. Cook) daily lake elevation at
Rogers Rock.
b. Plots daily lake elevation and daily gate position.
c. Receives and plots daily precepitation data from U. S. Weather
Bureau.
je b6/2/75 1
d. Plots daily discharge records from U.S.G.S.
e. Plots above data as nearly as possible on sam graph and
I makes as clear as possible relationship of above data.
£-22-21 3000 (4-12f) . .
STATE OF NEW YORK
DEPARTMENT OF 'I . •" ".
ALBANY
Report of a Structure Impounding Water
To assist in carrying out the provisions of Section 22 of the Conservation Law, being Chapter LXV of the
Consolidated Laws of New York State, relating to safeguarding life and property and the erection, reconstruction,
or maintenance of structures for impounding water, owners of such structures are requested to fill out as completely
as possible this report form for each such dam or reservoir owned within the State of New York for which no plans
or reports relative thereto are on file in this Department, and to return this report form, together with prints or
photographs explanatory thereof to this department.
i. The structure is .. flowingi ....... in the
Town of.. .... .. . 7 . ... . .County of.....A.. -2.. ................. ... and ........ A ./..
/"(O Give ezact die and dirction from a well-known bridge, dam, viflage main crou-roads or mouth o a stare.m)
2. Ts any part of the structure built upon or does its pond flood any State lands? ........ ...............................
• 3. The name and address of the owner is ...... . ........... 0 ....................................... .. .. .......................................................................... C.. .. . . . -- ...... 4 ............,. et~t is r. .'.. .'... ..... £.'... ......p.. V ........... 4K.. ..............
4. The structure is used ............IE V p")@O&CP
5. The material of the right bank, in the direction with the current, is .......!4.. P- ....." ; at the
spillway crest elevation this material has a top slope of ........ inches vertical to a foot horizontal on the
center line of the structure, a vertical thickness at this elevation of ............. f............ .eet, and the top surface extends
for a vertical height of .......... feet above the spillway crest.
6. The material of the left bank is.........p.. ...r ........... ; has a top slope of .......... inches
to a foot horizontal, a thickness of ........................... feet and a height of ....................... feet.
7. The natural material of the bed on which the structure rests is (clay, sand, gravel, boulders, granite, shale,
slate, lim estone, . )......... ........... ....... ................................... . .............................. ........................................
.. .......................................................................................................... . ............................................................. .................
8. State the character of the bed and the banks in respect to the hardness. perviousness, water bearing, effectof exposure to air and to water, uniformity, etc ..--------... 7.__ rwE...
...................... ........... ..............................................................................................................................................
o. If the bcd is in l:,\'vr, a'. the layers horizontal or inclined? .......................................... If inclined what is the
direction of the horizontal outcropping relative to the axis of the main stncture and the inclination and direction
of the layers in a plane perpendicular to the horizontal outcropping .................................................................................
10. W hat is the thickness of the layers?...._- .................................................................................................................
ix. Are there any porous seams or fissures? .... ................................................. .. ... .... .... .... ... ... .... .... .. ... . . .
12. The watershed at the above structure and draining into the pond formed thereby is._/Ze._...square miles.13. The pond area at the spillway crest elevation is......e. ..... acres and the pond impounds....A. . .
cubic feet of water.
14. The maximum known flow of the stream at the structure was ........ ..... cubic feet per second on..A 4 Y ............................
7' (Date)
iS. Has the spillway capacity -ever been exceeded by a high flow? ....... ...................................................
Can any possible flood flow from the pond otherwise than through the wastes noted under I7 and x8 of this
report? ...... ..1................ If so, give the location, the length and the elevation relative to the spillway crest and the
character and slopes of the ground of such possible wastes ...............................................................................................
....................................................................... I............................................................................ -... ........................ ;............................
16. State if any damage to life or to any buildings, roads or other property could be caused by any possible
failure of the above structure. Describe the location, the character and the use of buildings below the structure
which might be damaged by any failure of the structure; of roads adjacent to or crossing the stream below the
structure, giving the lowest elevation of the roadway above the stream bed and giving the shape, the height and the
width of stream openings; and of any embankments or steep slopes that any flood could pass over. Also indicate
the character and use made of the ground below the structure .............................................................................................
.......... ....................................... .........................................................................................................................................................
17. WASTES. The spillway of the above structure is ........ ............ feet long in the clear; the waters are
held at the right end by o.. . . .... . .. .... the top of which is. .... n. .. I..feet above the spillway
crest, and has a top width of ....... feet; and at the left end by ..... ' .... . h . .......... ., the
top of which is ........ / .... feet above the spillway crest, and has a top width of ........ A ....... feet.
x8. There is also for flood discharge a pipe..... ............ inches inside diameter and the bottom is .......................
feet below the spillway crest; and a (sluice, Sate outlet) ................. ... ...... feet wide in the clear by! .....................
feet high, and the bottom is ........ ...... feet below the spillway crest.
I 39. APRON. BClow UhC spillway there is an apron built of ...... ... o#.. -p. ............................
feet wide and ............................ fet thick. The downstream side of the apron has a thickness of ........................... feet
for a width of ............................ feet.
2o. Has the structure any weaknesses which are liable to cause its failure in high flows I......... :......
..... ...................................................................................................................
21. SKITClIES. On the back of this report make a sketch to scale for each different cross-section of the above
structure at the greatest depth; giving the height and the depth from the surface of the foundation, the bottom width,
the top width (for a concrete or masonry spillway at two feet below the crest), the elevation of the top in reference
to the spillway crest, the length of the section, and the material of which the section is constructed; on the spillway
section show a cross section of the apron, giving its width, thickness and material, and show the abutment or wash
wall at the end of the spillway, giving its heights and thickness. Mark each section with a capital letter. Also
sketch a plan; show the above sections by their top lines, giving the mark and the length of each; the openings bytheir horizontal dimensions; the abutments by their top width and top lengths from the upstream face of the spill-
way section; and outline the apron. Also sketch an elevation of each end of the structure with a cross section of
the banks, giving the depth and width excavated into the banks.
22. WATER SUPPLY. The waters impounded by the above structure have (not) been used for a public water
supply since ........................... by ................................................................................................................................ .............
.................................... ...... ............................. ... ........... ..........
4:61 N ''
...S X rf a,1 A -A .
,y~- ,Joy
The aove iformaion s corect t 1the est f ey kowde an belief.
................... ..... ............................(D~~)(Apu~uInn forer- wnep rV-J-na Shudmc Itohstil authoIt
FinORtWSI 1. Act.(R-17M saft
(NOTICE: After filling out one of these forms as completely as possible for each dam in your district, return it at once to theConservation Commission, Albany.)
STrATE OF NF-w YORK
CONSERVATION COMMISSIONALBANY
DAM REPORT
CONSERVATION COINMMISSION,
DIVISION OF WATERS.
GENTLEMEN:
I have the honor to make the following report in relation to the structure known as
the.......... A..Mill................................................... Dam.
This dam is situated upon the...i.. ...................(Give same of Stream)
in the Town of...--..---------.----...... . ............................. County,
abcit ............ 12.............. fres the Village or-@*ty of.......(State distance)T
The distance .....5.4...... stream from the dam, to(U~p drown) (Give nam Ofsra
is about .................................(state distance)
The dam is now owned by41?*ZLa~ Y(ienam shd address in fullI)
and was built in or about the year ... 11 ... and was extensively repaired or reconstructed
during the year..........' /*., W'-&. I/.'C /J/a./.
As it now stands, thc spillway portion of this dam is built ......±..j~wi~(State whether of masoenrY, Concrete cc UAW~be)
and the ther potions ar built f. ---- 4L.. (St a.teGU w -r -of asnr-y.- -c nete a rth .or .timber with .or .withouat ruck fin)......
As nearly as I can learn, the character of the foundation bed under the spillway portion
of the darn is .............. -. z.X....................... and under the remaining portions such
(('11141.16 ,11' l k~c i... .................. !.............................. .
I=
(In the sp. e below, makce a third O'ctch shwin; the general plan of the dam, and its a!pproxiz. ate position in relation to buildhings orother conspicuous objects in the vicinity.)
V
A
40 -
cam cfete-Jol
P L.
/..,).
Power Hov.
(J1,(- Sjl& 4.cc l)CI(,W, I IiilCreI Oh sl:ct in the lonniltII Ji nev.;:.%ns of a1 cross section I brough the spill.way or waste-weir oif tl,.idamn and outline the abutmirnt, and a seccnd Akclch sh-*ing the saire information for a cross section through the other portion of the
* dam. Show particularly the greatest height of the dama abjove the stream bed, its thickness at the top, and thickness at the bottom,as nearly as you can teamn.) l
4 _
_yII/
OV
Ii.e
IThe total length of this dam is .................... /4.......................... feet. The spillway or waste-
weir portion, is about ................ feet long, and the crest of the spillway is
about ............................................................ feet below the abutment.
* The number, size and location of discharge pipes, waste pipes or gates which may be used
for drawing off the water from behind the dam, are as follows:--O,_."..-
At the time of this inspection the water level above the dam was ............... in.
be'ow the crest of the spillway.
(State briefly, in the space below, whether, in your judgment, this dam is in good condition, or bad cadition, describing particularlyany leaks or cracks or erosions which you may have observed.)
IAIi~//yJ..~d/.Jt177;0) //?.- 0,7 Pi,-11777i.1o n . Yo~/~er/
Reported by .....................................
(Addo-Stre.t tand number. P.0. Box or R. F. D. routs) .
(Non" of VIMc) / ,
L 1-1
" rk JOme . M ENN ..
.. - STATE OF Ncw YORK Jon. D. Moona.
CONSERVATION COMMISSION ALe,, E.
ALJANY -J. FARTL.
to maxim" Ntsl IS&SI. Piki £IlUl -
I June 5, 1912.
M r. Decker, Assistant Counsel,
Conservation Commission.
Dear Sir:-
Annexed is a communication from Mr. Thomas
concerning the International Paper Company at Ticon-
deroga. I believe this is outside our province and
that the only redress for the aggrieved parties is
either to obtain an injunction, or to sue the company
for damages. Is this correct?
I am about to go out of town until Londay,
3o you can take : naatter up with Deputy Coi.xiissioner
Fox,
Yours respectfully,
Inspector of Docks and Dams.
'r. ::r -. I ',;: ; " :.
r .. ,. :, .
SrATE OF NEWYORK
CONSLIWATION COMMISSION
L .,,m OF Fii HAND GAMS ALBANY
* JAMS W FLEING.GOMMIUIONafR
JOHN D. BUI NIAM.&PUV. V COMMIS USONU4 R
LLEWRLLY L9009. TicondcroCa,.Y. May 27th 1912.HMIU g £ PRlOVICYORt
Conservation Coztmi ssion,I A bany N. Y.o
Gentlemen;
Mr. B. A. Clifton of HagueN.Y. made a complaint to me today
O that the International Paper Co., of this towin are using splash boards
seven or eight inches wide on top of their dam at the outlet of Lake
Georsc,thereby raising the lake.
As I have had no instructions reetarding this matter I am referlng
it to the Commission for their decision.
Respectfully yours-,
00J
I"
II
4:,
I.
I~qt
-.....-
Os
*1
a
N.
Fill out a formn as complete as possilIe for each dam in your district and send to State
W Conservation Conuauission, Albany, N. Y.
x. Namne and address of owes ....... ...... .. ........-..................
;?. Date of con:-tructi',......... ....... ...................................................................................3Ussof impo-,nded watcr __t...r7-7'U-r .nI 1 stvcr.
3........... ......... .. a.. ................ ...... ...................
4. Character of foundation be_..!2_I! ....................................... .. ........................... 4
*5. Material of waste s i .............................. .. ......................~ .......- .
*6. Length of waste and depth below dam ............................. .....................................
7. Total length of dam including waste-.;,, ........... *t~1.~.
8. Material of daz..'a ............. . .... ~.................-w.................................
9. Discharges, size and lbcation .. .....................................
Below sketch section of waste and section of damn, with greatest heights and top thicknessand bottom thickness. On opposite side sketch general plan of dam and give distance froma bridge or from a tributary stream.
6ECTION OirA a~m. SECTION OFVCDAlI.
W tM 4-If-N.1 411 . a
.W.,~44 rnL Nnt er7n--.:
I'Si 9
I, -/ 1 / / - .
\ S(.
'-. :--
.- '..-*-
i-i,
/ISI
Fill out a form as complete as possibl for each dam in your district and send to StateConservation Commission, Alban, N. Y. ", , -
i. Name and address of owncrs Zt . . .. i. ....... t... ....... .... ( o ,.,,, -.. . .-...
2. Date of construction ................................................................
3. Uses of im pounded .... ...... . ................................ -.............................................................
4. Character of foundation bed ....... - - ...................................................................
5. Material of waste spill .....------ .............. .........................................7. ota lngt o.da icluin:wate6. Length of waste and depth below dam ..... --..-
--------------- -- - ...............
7. Total length of dam including waste ----- -.- ..-.-.--......................................
8. M aterial of dam ... . ............................9. Discharges, size and location .... . ..-- ..... ........ . . .... . ...... ........ . ,
Below sketCLh section of waste and section of dam, with greatest heights and top thicknessand bottom thickness. On opposite side sketch general plan of dam and give distance froma bridge or from a tributary stream.
z
A0
44
.- .. . ,.. C . .. ......
I.
.. . . . .... ..... ... i... ... . * AIIC ........ -'. ......... .......... ... ........;.ry (1ar.s' draq,, lte)' I "/
-4c :'Y ','R APD'. D- -.S. DATE us) TYP
t. S i*,l: ; ..a - ::.... . . .i"*! 0 :'
nd outlct • i
[I Sir. of !,',.:y " €oo,,otry of
MUI Oa~ltL LUt ?,f- over flow sc-ctioai
;11.1(Sc'ltl.fi C? I Q I-kS f.O; J 7C{{1c~ci. O Trr (t., o?" ,, - "v. . . .T .,
S1Joins Su rface of
UndukrmininS jj SettlercmL of oj CreDtaof
D 7Jowns t ream ptra Teo
Il-) Slp lp
-r F71 TT. or .P'hWAY AT'D OUTL'T WORK"S
. [- Aux:iliary " v Sr.ice or Still:.ng
* L Spillway Conc.ete sp'way Da- $. ;
Joints " Surface of Spillway• Concrete Too
tehna Plne * j~ GjDrab.)" ]!q u i p-noen t Pool1
Mia~em:fce Hlazard Class
Evaluaion fJ InspedLor__.J mo7
1, .... .....
jIz&VO r astn. - t~os. 1-2.1 on Compilation~ Sheets.1s. 1-62 Alphabeticallyf 3. Year .APoroved -
4. _ns.CeLOtI Date - Honth Day, Yearpparent use -
-. Fish & Wildlife Management 4. Power2. Recreation 5. FarmJ 3. Water Supply 6. No Apparent Use
1. Earth with Aux. Service Spillw3y2. Earth with Single Conc. SpillwayI 3. Earth with Single non-conc. Spillway.4. Concrete5. Other
7. As-Built Inspection - Built substantially according to approved plans andspecifications
Location of Spillway and Outlet Works
1. Appears to meet originally approved plans and specifications.2. Not built accordig to plans and specifications and location appears to be
detrimental to structure.3. Not built accordLg to plans and specifications but location does not appear to
be detrimental to structure.
Elevations
I. Generally in accordance to approved plans and specifications as deterwiined, frxavisual inspectic'n and use of hand level.
2. Not built accordirg to plans and specifications and elevation changes appear :obe detrimental to structure.
3. Not built accordir., to plans rnd specificationa but elevation chang.z do no"appear to be detrimental to structure.
\ Size of Spillw y and Outlet works
1. Appears to meet originally approved plans and specifications as determinod byfield measurements using tape rneasure.
2. Not built according to plans and specifications and changes appear detrimentalto structure.
3. Not built according to plans and specifications but changes do not appeardetripental to si'ructure•
0
Geometry of Hon-overflow Structures
1. Generally in accordance to originally approved plans and specifications asdetermined from visual inspection and use of hand level and tape measure.
2. Not built according to plans and specifications and chwanCes ippear detrirencalto structure.
* 3.. Hot' built according to plans and specifications but changes io not appelcdetrimental to structure.
General Cotiditions of Non-O\,erf)ow Section
1. Adequate - No apparent repairs needed or minor repairs whlch can be cevered by2. periodic maintenance.2, Inadequate - items in need of major repair.
= or boxes listed on coudition under nots-overflow ectLo).- 1. Satisfactory.
2, Can be covered by perkodic maLntfi-mcc.
3., UnsAtisfactory - Above and beyondi nor-iaI nal ,Lest0snc.
L. Adequate - No apparent repairs needed or minor repairs which can be covered byperiodic maintenance.
*2. Inadequate - Items in need of major repair. -
items) For boxes listed conditions listed under spil lway and outlet works.1. Satisfactory.2. Can be covered by periodic maintenance..3. Unsatisfactory - Above and beyond normal maintenance.4. Dam does not conttin this feature.
Maintenance
1. Evidence of periodic maintenance being performed.2. No evidence of periodic maintenance.3. No longer a dam or dam no longer In use.
zard Classification Downstream
1L. (A) Damage to agriculture and county roads.2. (B) Damage to private and/or public property. (Ii).3. (C) Loss of life ind/or property. (±)Evaluation - Based on Judgment and Classification in Box Nos.
Evaluation for Unsafe Dam
1. Unsafe - Repairable.2. Unsafe - Not Repairable.-. 6.n g..e..tvLd pceo_. c_ . _ a fe.
tVSL ~ C 5OU141tF-(1) ]LONMR HL'DSM.(2) UPPER HUDSON a7 tvsoN
(3) MOMAWK STATE AMEt EW MYORK is MortoE4l9 mONTGOMtkY(4). LAKE CHAIPLAIN STATE AbREVIAIONs 0 o ASSAU
(5) DELAWARE Sl NIWYORK. (6) SUSQUEHANNA S, co ,, O N,^0IAC.AkA
(7) CHEMUNG coo €ouwivwA10 A
(8) OSWEGO 36 ouflIo(9) GENESEE I ALBANY 36 op,.rl.
2 MIWMANY 37 ILN(10) ALLECHENY b o.,x 5Is oSmto(11) LAKE ERIE 4 too., D9 oislo(12) WESTERN LAKE ONTARIO o CAIIAPATUGS 4
(13) CENTRAL LAKE ONTARIO & €YvUGA 41 outlets7 C11A.UAUCIU 42) ItINSSltLlnt
(14) EASTERN LAKE OhTARIO CHIAI).S 4 5 IICK.voNo9 CHINANO14OCAO(15Y) SA ION RIVER . ICIINIo A4 5OIA RoCI4% S1 tAWMtNCE
(16) BlACK RIVER I COLUA CO WSTOG(17) UdT ST. LAWtRNCE la CORTAND 41 sctracciAoY
(18) EAST ST. b FAt, F.CE "S MttwAt14 DUlitiSS 42, SCIOUTIElRl
(19) ACQUiCTTE RIVER is 41 SCIUTUR(20) ST. RMGIS RIVER 1 Issix S SICU1IFN(21) t L'SAT'MIC nI IRANON 6 swrom(22) LONG IS1.\Nb u t SUI.tOANW(23) 0SWEVATCHII So attlNet 64 1iOGA
(6 IONAPKINS"(44) qkAAft A ,10,,,1€0
nfl IRSON 0 WAINMrN
KINGS 5 WASINGOt96 LEWIS so W SYNO
64 WYOmiNGCAlES
a'
* 44
,.- , - J
I - ~
*~ ftJ.~
'a -
e v.. ~V I,
F'-I.1 ampA~zw *1-
J~- am~'~ a
*2a.~ ~
g.~z~Lr
9590.1 - Authority. Section 38, Chapter 1035, Laws of 1957, as amended, of theNavigation Law.
1. The law regulating the wate surface at Lake George, dated March 27,1957, provides for a maximum water surface elevation of 4.00 feet through theyear, and a minimum water surface elevation of 2.5 feet from June 1 to Decem-ber 1, with due allowance for natural fluctuations or emergencies. In addi-tion, the law states that the water surface between June 1 and September 30 isto be an average of 3.5 feet. Water surface elevations are based on theU.S.G.S. Rogers Rock Gauge. The law further states that if the level of thelake rises above 4.0 that all gates shall be opened and that if the level ofthe lake drops below 2.5 from June 1 to December 1, all gates shall be closed.
AD-A090 "RI NEW YORK STATE DEPT OF ENVIRONMENTAL CONSERVATION ALBANY F/S 13/13NATI ONAL DAM SAFETY PROGRAM. LAKE GEORGE OUTLET DAM (INVENTORY -ETC(U)AUG 80 J a STETSON DACW5I 79-C-0001
uNCLASSIFIED NL
22 fflfflfllfllflfflfmEIh Th EICEEEELEhh
IIjH. * 12.8 112.5- '~ H~ 12.2lllll 13.6l
WO14 111120
lIII.1 1 1111 .
MICROCOPY RESOLUTION TEST CHART
[[[ I[ii1.IiIij APPENDIX C
HYDROLOGIC AND HYDRAULIC COMPUTATIONS
I.IiIi
I:
0
7. 1
i .... SCA LE : 1"--4 M I.t
DRAINAGE BASIN
I)STETSON *DALEU"lC -NIm"I"MHIALI(P~TEL 315-7974M0
P*OaBC MME Y ONI Sr7'-w DAME I,.jE..gr0oJS DATEg
smJcT L -6o~aCt~ PROCT No. I
atjgl Ama Agr* ommm
AAC AMEA oKLAa
$L48 AqeA q .:53 ,5 4
4 .s S4 M/3'A
ID 22.30 .5s4m
7 /a4q5Afj
AcrIckl'4 ca'e4 z'lo cwor e e4/Q h it o /64 zs st) Z5,04I
C/k-A prb Xf j,lkze4 -oc eorc Z/. '
ko .3 1.
1(01 STETSON * DALEUT BNEYR UST 0
TEL 315-797-M0
PROJECT NAME I~EW 689* SrA tz DAM4 /A/IOPW47-10af DATE -690
weUDICT LOA! e aeox*f Ovn...,i-- PROJECT NO.
67IA71i 9 OfdivocesP liwmr DRAM~rM 9Y 1
ep~o e025 PrOW 4LL. $4JAROAS
5usA...A A 6t .keml 4"oql)is/. 5.04 2.39 A. 317I's. 3.79 .76 1.37 0.7
3 1. A ,14 2,o ? t9
4 .15 7.S/ 13.79 Z.71 4.4o?/ .6 4,73 U27 204 3.41.6 781 Z.27 2.32 3.46
/ .S 644 3.18 2,47 .3.7/
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* I APPENDIX D
STABILITY ANALYSIS
I.
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II.
APPENDIX E
REFERENCES
I'4
Ii
[I
I
APPENDIX
REFERENCES
1. 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
2. U.S. Nuclear Regulatory Commission: Design Basis Floods forNuclear Power Plants, Regulating Guide 1.59, Revision 2, August1977
3. Linsley and Franzini: Water Resources Engineering, Second Edition,McGraw-Hill (1972)
4. W. Viessman, Jr., J. Knapp, G. Lewis, 1977, 2nd Edition,
Introduction to Hydrology
5. Ven Te Chow: Handbook of Applied Hydrology, McGraw-Hill, 1964
6. The Hydrologic Engineering Center: Computer Program 723-X6-L2010,HEC-l Flood Hydrograph Package, User's Manual, Corps of Engineers,U.S. Army, 609 Second Street, Davis, California 95616, January1973
7. The Hydrologic Engineering Center, Computer Program: FloodHydrograph Package (HEC-l) Users Manual For Dam Safety
8. Soil Conservation Service (Engineering Division): Urban Hydrologyfor Small Watersheds, Technical Release No. 55, U.S. Department ofAgriculture, January 1975
9. H.W. King, E.F. Brater: Handbook of Hydraulics, McGraw-Hill, 5th
Edition, 1963
10. Ven Te Chow: Open Channel Hydraulics, McGraw-Hill, 1959
11. Bureau of Reclamation, United States Department of the Interior,Design of Small Dams: A Water Resources Technical Publication,Third Printing, 1965
12. J.T. Riedel, J.F. Appleby and R.W. Schloemer: HydrometeorologfcalReport 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.
13. North Atlantic Regional Water Resources Study CoordinatingCommittee: Appendix C, Climate, Meteorology and Hydrology,February 1972
*I i
14. Sherard, Woodward, Gizienski, Clevenger: Earth and Earth - RockDams, John Wiley and Sons, Inc., 1963
15. The University of the State of New York - The State EducationDepartment, State Museum and Science Service, Geological Survey:Geologic Map of New York, 1970
16. Y.W. Isachsen and W.G. McKendree, 1977, Preliminary Brittle Struc-tures Map of New York, Adirondack Sheet, New York State Museum Mapand Chart Series No. 31A
17. D.H. Newland and Henry Vaughan, 1942, Guide to the Geology of theLake George Region, New York State Museum Handbook 19
18. Complete Report of the New York State Joint Legislttive Comitteeon Lake George Water Conditions, 1945
19. U.S. Geological Survey, Water Resources Division: U.S. GeologicalSurvey Water-Data Report NY-78-1, Water Year 1978, Vol. 1
I i