PO-AO87 790 NEMv YORK STATE DEPT OF ENVIRONMENTAL CONSERVATION ALBANY W/6 13/13NATI ONAL DAM SAFETY PROGRAM. LOCK C-12 DAM, INVENTORY NMBSER NY-FTC(U).I9.R 6U 0 6 KOCH DACW5-79-C-0001

7UNCLASSIFIED N

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I I IhhhhhhhlIhhhhhnmhonm

SECURITY CLASSIFICATION Or THIS PAGE ("a.n lat. llnt.ed1

REPOT DOUMENATIO PAG READ INSTRUCTIONSREPOT DOUMETATIN PGE \.IV BEFORE COMPLETING FORM

1. REPORT NUMBER .GOVT ACCESSION NO. 3. RECIPIEf4TS5 CATALOG NUMBER

1 79k)4. TITLE (and Subtitle) 5. TYPE OF REPORT & PERIOD COVt9 REO

7. AUTHOR(a) .CNRCO Rj UBR&

George/Koch,~ P.E. rAW579Cq1

9. PERFORMING ORGANIZATION NAME AND ADDRESS '10. PROGRA.M LEMENT. PROJECT, TASK(AREA & WORK UNIT NUMBERS

New York State Department of Environmental vConseivation/50 Wolf RoadAlbany, NY 12233

It. CONTROLLING OFFICE NAME AND ADDRESS 12t REPORT DArE-(/ " 127 June 'M980(New York State Department o nionna oZ

of Environniental- ConEservation/ 50 Wolf RoadC=1 ~Alban'- New Yr 23

13 MONTORING0 AGENCY NAME & ADDRESS(if different from Controlingu Office) IS. SECILR ,_~ m InfC"'- hia report)

Department of the Army UNCIASSTI l26 Federal Plaza/ New York District, CofENew York, New York 10007 5. HEO CTIN ONGADN

IS. DISTRIBUTION STATEMENT (of this Report)I

Approved for public release; Distribution unlimited.

10. SUPPLEMENTARY NOTES

ftEPRODUCTIOMe WILL 6E( IN BLACK AND WHIT E.

19. KEY WORDS (Continue an tov., side It n.eesar mid Identilfy[ Sied& number)

Dam SafetyNational Dam Safety Program C1 aVisual Inspection Washington County

Hydrology, Structural Stability Whitehall21h .IrACT IInm eersatO nmemmpas and idowiutr by block nimbePA)

* 1~his report provides information and analysils on the physical condition ofC* J the dam as of the report date. Information and analysis are based on visualIL4J Inspection of the damn by the performinA oreanization./ 4~~IExamination of available documents and a visual inspection of the dair

did not reveal conditions which constitute an ininodiate hazard to human lii*2or property. However, additional investigations are necessary to further

CL evaluate conditions affecting the dam and increased maintenance effortsespecially on the Outer Forebay wall, should be undertaken.

DO I AII a ,1473 itono for I NOV 4S IS O@SOLETZ U.. - - -U-. E!.SECURIITY CLASSIFICATION OF THIS PAGE (When Dots Entered)

SECURITY CLASSIFICATION OF THIS PAOE(W1.m D.te Bnted)

Additional detailed structural stability analyses of the dam andappurtenant structures, using the site specific characteristics of theunderlying bedrock foundation and the physical condition of the dam's concrete,should be completed within six (6) months of the date of notification of theowner. Based upon the results of the detailed investigations, appropriateremedial measures deemed necessary to insure the safety and integrity of thedam and appurtenant structures should be undertaken and completed withinoichteen (18) months of the date of notification of the owner _ 7

7he Outer Forebay wall deficiencies related to deteriorated concreterurfaces, leakage beneath the new concrete cap, and removal of the establishedvetciaz.ion should be repaired and/or corrected within twelve (12) months. A.ct.ailed emergency operation-action plan and warning system should be developedand implemented. Additional normal maintenance efforts are required to prevent'-rther concrete deterioration at joints and on the fascias of the. bridge supportpiers, the East Canal abutment wall, and the navigation lock walls.

The spillway, while not having sufficient discharge capacity for passingone-half the Probable Maximum Flood (PMF), is considered to be inadequate. Forthis storm event, a high tailwater condition occurs and results in flooding ofthe downstream hazard areas. Therefore, dam failure would not significantlyIncrease the hazard to loss of life downstream from that which would exist justbefore an overtopping-induced failure. In addition, large discharges are notcontrolled by the flow depth over the spillway, but by the volume of water ableto flow through upstream constrictir - aiora the Canal channel.

SSTD

SECURITYV CLASSIrICATION OP THIS pAGI(1 . Deta nft,.d

Q LAKE CHAMPLAIN BASIN

LOCK C-12 DAMWASHINGTON COUNTY, NEW YORK

INVENTORY NO. N.Y. 796

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

1"PROVFr r : - r"

NEW YORK DISTRICT CORPS OF ENGINEERS

APRIL, 1980

80 8 11 182

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 theRecommended Guidelines for Safety Inspection of Dams, for Phase IInvestigations. Copies of these guidelines may be obtained fromthe Office of Chief of Engineers, Washington, D.C. 20314. Thepurpose of a Phase I Investigation is to identify expeditiouslythose dams which may pose hazards to human life or property. Theassessment of the general condition of the dam is based upon availabledata and visual inspections. Detailed investigation, and analysesinvolving topographic mapping, subsurface investigations, testing,and detailed computational evaluations are beyond the scope of aPhase I Investigation; however, the investigation is intended toidentify any need for such studies.

In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditionsat the time of inspection along with data available to the inspectionteam. In cases where the reservoir was lowered or drained prior toinspection, such action, while improving the stability and safety ofthe dam, removes the normal load on the structure and may obscurecertain conditions which might otherwise be detectable if inspectedunder the normal operating environment of the structure.

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

Phase I inspections are not intended to provide detailed hydrologicand hydraulic analyses. In accordance with the established Guidelines,the Spillway Test flood is based on the estimated "Probable MaximumFlood" for the region (greatest reasonably possible storm runoff), orfractions thereof. Because of the magnitude and rarity of such a stormevent, a finding that a spillway will not pass the test flood shouldnot be interpreted as necessarily posing a highly inadequate condition.The test flood provides a measure of relative spillway capacity andserves as an aide in determining the need for more detailed hydrologicand hydraulic studies, considering the size of the dam, its generalcondition and the downstream damage potential.

Acosiori For

satribution/ -

Mo t pecial

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAMLOCK C-12 DAM I.D. No. NY-796(#240-990 LAKE CHAMPLAIN BASIN)

WASHINGTON COUNTY

TABLE OF CONTENTS

PAGE NO.

'ASSESSMENT

OVERVIEW PHOTOGRAPH

I PROJECT INFORMATION 1

1.1 GENERAL 1

1.2 DESCRIPTION OF PROJECT 1

1.3 PERTINENT DATA 3

2 ENGINEERING DATA 5

2.1 GEOTECHNICAL DATA 5

-2.2 DESIGN/CONSTRUCTION RECORDS 5

2.3 OPERATION RECORDS 5

2.4 EVALUATION OF DATA 5

3 VISUAL INSPECTION 6

3.1 FINDINGS 6

3.2 EVALUATION OF OBSERVATIONS 7

4 OPERATION AND MAINTENANCE PROCEDURES 8

4.1 PROCEDURE 8

4.2 MAINTENANCE OF DAM 8

4.3 MAINTENANCE OF APPURTENANT STRUCTURES 8

4.4 WARNING SYSTEM IN EFFECT 8

4.5 EVALUATION 8

PAGE NO.5 HYDROLOGIC/HYDRAULIC

9

5.1 DRAINAGE AREA CHARACTERISTICS 9

5.2 ANALYSIS CRITERIA 9

5.3 SPILLWAY CAPACITY 10

5.4 RESERVOIR CAPACITY 10

5.5 FLOODS OF RECORD 11

5.6 OVERTOPPING POTENTIAL 11

5.7 EVALUATION 11

6 STRUCTURAL STABILITY 126.1 EVALUATION OF STRUCTURAL STABILITY 127 ASSESSMENT/RECON"ENDATIONS

14

7.1 ASSESSMENT 14

7.2 RECOMMENDED MEASURES 15

APPENDIX

A. PHOTOGRAPHS

B. VISUAL INSPECTION CHECKLIST

C. HYDROLOGIC/HYDRAULIC: ENGINEERING DATA AND COMPUTATIONS

D. STABILITY COMPUTATIONS

E. REFERENCES

F. DRAWINGS

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

Name of Darn: Lock C-12 DamI.D. No. NY-796(#240-990 Lake Champlain)

State Located: New York

County Located: Washington

Watershed: Lake Champlain Basin

Stream: Champlain Canal

Date of Inspection: October 16, 1979

ASSESSMENT

Examination of available documents and a visual inspection of the damdid not reveal conditions which constitute an inmediate hazard to human lifeor property. However, additional investigations are necessary to furtherevaluate conditions affecting the dam and increased maintenance effortsespecially on the Outer Forebay wall, should be undertaken.

Additional detailed structural stability analyses of the dam andappurtenant structures, using the site specific characteristics of theunderlying bedrock foundation and the physical condition of the dam's concrete,should be completed within six (6) months of the date of notification of theowner. Based upon the results of the detailed investigations, appropriateremedial measures deemed necessary to insure the safety and integrity of thedam and appurtenant structures should be undertaken and completed withineighteen (18) months of the date of notification of the owner.

The Outer Forebay wall deficiencies related to deteriorated concretesurfaces, leakage beneath the new concrete cap, and removal of the establishedvegetation should be repaired and/or corrected within twelve (12) months. Adetailed emergency operation-action plan and warning system should be developedand implemented. Additional normial maintenance efforts are required to preventfurther concrete deterioration at Joints and on the fascias of the bridge supportpiers, the East Canal abutment wall, and the navigation lock walls.

The spillway, while not having sufficient discharge capacity for passingone-half the Probable Maximum Flood (PMF), is considered to be inadequate. Forthis storm event, a high tailwater condition occurs and results in flooding ofthe downstream hazard areas. Therefore, dam failure would not significantlyincrease the hazard to loss of life downstream from that which would exist justbefore an overtopping-induced failure. In addition, large discharges are notcontrolled by the flow depth over the spillway, but by the volume of water ableto flow through upstream constrictions along the Canal channel.

Ch@f.Dm S&fCet, Sc'tiOilNcew,, York State I;trLc-n

of Envi ronrliuri 1 Conserw otionNY Liccose No. 46$937

Approved By:// /I §)7~ 'i Ctk U. Lnn j

New York District 101 r nor

Date:

fitJ

-AJ

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

LOCK C-12 DAMI.D. No. NY-796

#240-990 LAKE CHAMPLAINWASHINGTON COUNTY, NEW YORK

SECTION 1: PROJECT INFORMATION

1.1 GENERAL

a.AthorityhePhseI inspection reported herein was authorized by the Department

of the Army, New York District, Corps of Engineers, to fulfill the re-quiremnents of the National Dam Inspection Act, Public Law 92-367.

b. Purpose of InspectionTs inspection was conducted to evaluate the existing conditions of the

dam, to identify deficiencies and hazardous conditions, to determine ifthey constitute hazards to human life and property, and to recomm~endremedial measures where necessary.

1.2 DESCRIPTION OF PROJECT

a. Description of the Dam and Appurtenant StructuresTeLock C-12 Damn is a concrete gravity dam with a gated spillway. The

90 foot long spillway section rises some 13 feet above its rock foundationto the fixed crest, whereupon a steel radial gate provides an additional8 feet of water level control to the centerline-of-bearings at the gateanchorage. The gate opening is controlled from an overhead bridge by amanually-operated chain-counterweight lifting mechanism.

The East concrete pier immediately adjacent to the spillway separates thedam from the Forebay. This 11 foot wide pier is also a supporting structurefor the overhead bridge. This East Forebay leads to six siphon-spillwayunits located within the Outer Forebay wall, a small sluice gate near theend of the Forebay, and the closed, inoperable head gates of the abandonedsilk mill. Across the 26 foot wide Forebay entrance is a submerged needledami which has at its Eastern end, the East Canal wall and bridge abutment.

The West concrete wall immnediately adjacent to the spillway is the Eastwall of the navigation lock. This 20 foot wide wall is also a supportingstructure for the overhead bridge. The 45 foot wide lock has a 6 foot wide,concrete, West abutment. Beyond this West abutment is a roadway embankmentleading to the overhead bridge. The Canal-side embankmnent slope is entirelyprotected with hand-placed granite paving blocks upstream of, beneath, anddownstream of the bridge crossing.

b. LocationThe iis Tocated on the Champlain Canal, in the Northern portion of theVillage of Whitehall near the intersection of Broad Street and Clinton Avenue.The site is approximately one-half mile North of the highway intersection ofState Route 22 and US Route 4.

c. Size ClassificationThis dam is 28 feet high and the impoundment has a storage volume of 1200acre-feet. Therefore, the dam is classified as an intermediate size dam(storage capacity between 1000 and 50,000 acre-feet.)

d. Hazard ClassificationThe dam is classified "high" hazard because of the immediate downstreamresidences adjacent to the Canal and the serious economic impacts of aloss of navigation through the lock.

e. Ownership

Lock C-12 Dam is owned by the State of New York - Department ofTransportation (NYS-OT), Waterways Maintenance Subdivision. It islocated in DOT-Region One, whose headquarters are in Albany, New York.

Waterways Maintenance Subdivision: Region One:New York State - DOT New York State - DOTMain Office - State Campus 84 Holland Avenue1220 Washington Avenue Albany, New York 12208Albany, New York 12232

Director: Waterways Maintenance:Joseph Stellato Engineer - John Hulchanski,(AC-518) 457-4420 (AC-518) 474-6715

f. Purpose of the DamThe primary purpose is for navigation through Lock 12 on the ChamplainCanal. The impounded waters behind the dam provide a storage pool usedfor gravity inflow to the lock. The tailwater is the level of LakeChamplain.

g. Design and Construction HistoryThe present dam was constructed at the site in about the year 1912. Itreplaced a masonry dam which existed on a slightly different alignmentbetween the East Lock wall and the silk mill gates. This dam had beenconstructed prior to 1906.

h. Normal Operational ProceduresThe water level in the Canal pool is maintained at a constant elevationof 112 (BCD - Barge Canal Datum) by adjustment of the gate opening. Shortduration water level fluctuations occur in the immediate vicinity of thedam whenever the navigation lock is operated during boat passages. Gagereadings in the upper pool are recorded daily throughout the year andhourly gate opening adjustments are made to maintain the 112 elevation.If lower level upstream water elevations are maintained for long durations,slope instability along the upstream Canal banks is possible.

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1.3 PERTINENT DATA

a. Drainage Area (square miles) 429

b. Discharges at Dam

(COMPUTED) DISCHARGE

SIPHON OUTERRADIAL SPILLWAY SLUICE FOREBAY TOTAL

STAGE_ GATE (6 UNITS) GATE WALL (CFS)

104

108.6 4759 --- 4759

111 6435 --- 51 6486

114 7732 324 126 8182

119 10285 366 337 1908 12896

*BARGE CANAL DATUM (BCD)

c. Elevations (Barge Canal Datum - BCD)

Top of Dam (Top of Lock wall) 119.0Outer Forebay Wall 114.0Normal Pool 112.0Sluice Gate Crest 108.6Spillway Crest 104.0Siphon Spillway Inlet Invert 103.0Needle Dam Sill @ Forebay Entrance 102.0Lock C-12 Invert 90.0

d. Storage Capacity (Acre-Feet)

Top-of-Dam 1200Normal Pool 700Spillway Crest 200

e. Dam

Type: Concrete gravity structure (Feet)Length: Lock C-12 71

Spillway Crest 90East Pier 11Outer Forebay Wall 63Sluice Gate 6

Height: (Structural) (Feet)Lock (East Wall) 28Spillway Crest 13East Pier 27.5Outer Forebay Wall 22

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f. Spillway

Principal Spillway:

Type: Fixed crest with a steel radial gate controlled manually byan overhead chain-counterweight lifting mechanism.

Siphon-Spillway (6 units):

Location: Within the Outer Forebay WallSize: Inlet Port - (2 x 4.3) feet

Outlet Port - (2 x 2.2) feetThroat - 1.0 feet

Q. Reservoir Drain

None

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SECTION 2: ENGINEERING DATA

2.1 GEOTECHNICAL DATA

a. GeologyheLock C-12 Dam is located in the Hudson-Champlain Lowlands physiographicprouice of New York State. The underlying sedimentary bedrock consistingprimarily of limestones and shales were formed during the Cambrian andOrdovician geologic periods, some 435 to 570 million years ago. A reviewof the "Brittle Structures Map of the State of New York" indicated thatthere are no faults in the immediate vicinity of the dam. The presentsurficial soils are the result of glaciations which occurred during theCenozoic Era, the last being the Wisconsin glaciation of some 11,000 yearsago.

b. Subsurface InvestigationsNo records of subsurface investigations were available. Based upon theavailable plans and the site characteristics, it appears that the structureis founded on rock.

2.2 DESIGN/CONSTRUCTION RECORDS

No records were available for the original masonry dam which was replacedby the existing dam about the year 1912. Plans, dated February 1906 toAugust 1910 and identified as Contract 15, Champlain Canal, Section 3 showthe existing dam, lock and appurtenant structures as they presently exist.Selected contract drawings are included in Appendix F. Plans identifiedas Contract 33 show details of the overhead bridge and the gate liftingmechanism.

2.3 OPERATION RECORDS

This site has a resident lock attendent on a continuous basis. Watersurface gage readings are recorded daily throughout the year and theradial gate is adjusted as frequently as necessary to maintain anupstream Canal elevation of 112. Gage records date back to 1916.

2.4 EVALUATION OF DATA

The data presented in this report was obtained during the site inspectionand from the files of the NYS-DOT Waterways Maintenance Subdivision offices.The information is considered adequate for Phase I inspection purposes.

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SECTION 3: VISUAL INSPECTION

3.1 FINDINGS

a. GeneralVisual inspection of the dam and appurtenant structures was conducted onOctober 16, 1979. The weather was sunny and clear, with temperaturesnear 500F. The water surface at the time of inspection was approximately0.5 feet below the top of the gate, which was opened approximately 0.1feet above the spillway crest.

b.Dam - SpillwayThe o Icondition of the dam was satisfactory. The gate and lifting

mechanism were operational. The structural members comprising the gateexhibited minor areas of removed paint and surficial rusting. Thedownstream face of the concrete gravity structure exhibited a roughenedsurface with exposed aggregate visible across the entire face. The overheadbridge appeared to be in satisfactory condition.

t. Appurtenant StructuresThe outer Forebay Wall was the mostly severely deteriorated structuredirectly affecting the damn site. The upper three feet of the wall was newconcrete in satisfactory condition, placed atop the existing concrete wall.Leakage through the interface was evident at two primary areas; betweenthe two most right and two most left siphon spillway discharge portals,indicated by the dark areas in photo 7, Appendix A. No horizontaldisplacement along this interface was evident.

The outer face of this wall exhibited a high degree of concrete surfacedeterioration. Not only was the roughened surface irregular because ofthe loss of aggregate, but several areas had longitudinal steel reinforcementexposed, hanging, and even ending in mid-air. In addition, vegetation hadestablished itself on the roughened lower fascia, near the above mentionedconcrete interface. The siphon spillways and the small sluice gate werefunctioning satisfactorily.

There was no significant leakage occurring through the silk mill forebaygates even though the mill itself was in ruins. The East bridge supportpier and the East Canal abutment wall exhibited only minor concrete surfacecracking and spalling.

The navigation Lock C-12 concrete walls exhibited minor concrete surfacecracking and spalling. Concrete deterioration around construction jointsin the Lock walls was also evident. The most significant deficiencyaffecting the Lock is the sagging and collapsed downstream protectionpier. Repair work to this pier which separates the natural streambedfrom the barge channel is scheduled for the near future. This pier doesnot affect the structural integrity of the dam.

d. ReservoirThere were no indications of soil or channel wall instability in theimmediate vicinity of the dam. During conversations at the time of

side slopes,both along the Canal and the trlbutaries,can occur if thenormal pool drops below elevation 112 for any lengthy time interval.

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e. Downstream ChannelThe spillway and siphos discharge immediately into the natural bedrockchannel. The area further downstream of the dam is a wide channelbordered by wetlands and low-lying areas. The water surface elevation isthat of Lake Champlain. No unusual conditions were noticed in thisdownstream area.

3.2 EVALUATION OF OBSERVATIONS

Visual observations revealed deficiencies affecting primarily the OuterForebay Wall. These deficiencies were:

1) Leakage through the interface at the new concrete cap-old wallcontact.

2) Concrete surface deterioration to the extent of totally exposedsteel reinforcement.

3) Vegetation growing on the wall's deteriorated surface.

Other deficiencies observed were relatively minor in nature. These consistedof rusting metal on the spillway gate, surficial concrete deterioration onthe spillway's downstream fascia, and some concrete surficial cracking andspalling on the East Canal bridge support pier, East Canal abutment wall,and the navigation lock walls.

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SECTION 4: OPERATION AND MAINTENANCE PROCEDURES

4.1 PROCEDURE

Normal pool in the upstream Canal is maintained at elevation 112 (BCD)by adjusting the gate opening as necessary. Short duration fluctuationsoccur in the immediate vicinity of the dam whenever the Lock is operatedduring boat passages. The siphon spillways are continuous discharge units.

4.2 MAINTENANCE OF DM

The dam,. i.e., the concrete gravity section, gate and overhead bridgestructure are maintained by the owner and were in satisfactory condition.

4.3 MAINTENANCE OF APPURTENANT STRUCTURES

The appurtenant structures, i.e., the Outer Forebay wall and navigationLock are also maintained by DOT. The Forebay wall requires increasedmaintenance efforts to keep the concrete deterioration from worsening andto Stop the leakage. The Lock is satisfactorily maintained since a residentoperator is in daily attendence at the site throughout the year.

4.4 WLARNING SYSTEM IN EFFECT

Noc apparent warning system is present.

4.5 EVALUATION

Operation and maintenance of the spillway and navigation Lock is satisfactory.Additional maintenance is necessary to prevent further deterioration of theOuter Forebay concrete wall. In addition, a detailed emergency warningsystem should be developed.

SECTION 5: HYDROLOGIC/HYDRAULIC

5.1 DRAINAGE AREA CHARACTERISTICS

The delineation of the contributing watershed to this dam is shownon the map titled "Drainage Area Map; Lock C-12 Dam"(Appendix C). The irregular but somewhat rectangular shapedeast-west oriented watershed of some 429 square miles drains thelandscape via four distinct subbasins; i.e., Halfway Creek, MettaweeRiver, Big Creek at Smith's Basin, and Wood Creek/Champlain Canal.The northward-flowing Champlain Canal separates the relativelygentle-sloping Halfway Creek subbasin on the West from the more ruggedBig Creek and Mettawee River subbasins on the East. The Wood Creek/Champlain Canal subbasin drains the immediate lands abutting the Canalalong its entire 25 mile length, from Dunham's Basin to this site.Land use within the drainage area is predominantly agricultural or openland with developed areas located in New York at Whitehall, Fort Ann,Queensbury and Glens Falls, Granville, and in Vermont, at Pawlet andDorset. The predominant vegetative cover consists of open grassed fieldsand pasture, agricultural cropland, and heavily forested areas.

Halfway Creek enters the Canal at Fort Ann after having flowed in aNortheasterly direction from its headwaters for some 21 miles. The mainchannel slope is quite flat upstream of Fort Ann, rising some 380 feetin approximately 19 miles. However, near its headwaters, the channelslope becomes steeper, rising some 860 feet in 2 miles. A majortributary to Halfway Creek is the Southerly-flowing Bishop Brook whichpasses through Hadlock Pond. Other sizeable bodies of water withinthe subbasin are Glen Lake and Lake Nebo.

The 40 mile long Mettawee River enters the Canal just south of Whitehallafter having flowed in a Northwesterly direction from its 'leadwaters onDorset Peak in Vermont. The main channel slope is quite flat upstreamto East Rupert, Vermont, rising some 740 feet in approximately 33miles. However, the remaining 7 miles exhibits a rapid increase inchannel slope, rising some 3040 feet to the top of Dorset Peak. Manysmall streams channel runoff to the major tributaries from the rugged,steep-sloped hills which rise to elevations above 1000. The majortributaries include Castle Creek, Indian River, Flower Brook, WellsBrook and Mill Brook which conveys discharges from Lake St. Catherineand Little Pond, the largest bodies of water within the subbasin.

Big Creek at Smith's Basin is a smaller tributary that enters the Canalabout 1.5 miles upstream from Fort Ann. Although the main channel hasa moderate slope (1% - 7% range), numerous small streams and tributariesdrain the steep-sloped hills which rise to elevations ranging from 800to 1300. There are no sizeable bodies of water within this subbasin.

5.2 ANALYSIS CRITERIA

No hydrologic/hydraulic information was available regarding the originaldesign for this dam. Therefore, the analysis of the spillway capacity ofthe dam was performed using streamflow gaging station records (Appendix C)and the Corps of Engineers HEC-1 computer program, Dam Safety version. Thecomputer modeling parameters for the drainage area were adjusted such thata known areal rainfall over the subbasins produced a known runoff

-9-

water surface elevation at the dam. The final parameters were then usedfor the analysis of the spillway design flood. The spillway design floodselected was the Probable Maximum Flood (PMF) in accordance with theRecoummended Guidelines of the Corps of Engineers.

5.3 SPILLWAY CAPACITY

The 90 foot long concrete gravity spillway structure with its singlemoveable radial gate is the primary control structure at the site. Itwas analyzed for orifice flow using a discharge coefficient C of 0.6for conditions of 1) a constant head (at elevation 112)/variable openingand 2) a 7 foot maximum opening/variable head (above elevation 112.)

Additional normal discharge capacity at the site is obtained fromfacilities located at the Outer Forebay Wall. These include a six-unitsiphon spillway and a small sluice gate. No additional capacity wasconsidered available from the forebay gates at the entrance to theabandoned silk mill.

Computed discharges for all site facilities are as follows:

19 Tpof Lock C-12 12,900~cW.114 Top of Outer Forebay Wall 8,180111 Radial Gate @ maximum opening 6,490

The Champlain Canal channel upstream of the dam passes through the Villageof Whitehall in a confined, walled cross-section. An immediate upstreamconstriction occurs at a bridge spanning the Canal. Using the dimensionsat the constriction, a maximum discharge of 8000 cfs through the sectionwould be possible before the Canal walls would be overtopped. Hence, thespillway capacity is not controlled by the available head at the dam sitebut by the capacity and upstream conditions occurring in the Canal.Therefore, a water surface profile analysis is more appropriate for thissite than the analysis used herein. This analysis was not conducted aspart of this report.

The flood analysis performed for this dam indicates that the spillway doesnot have sufficient capacity for discharging one-half the PMF. For thisstorm event, the peak inflow and peak outflow is 111,400 cfs. Thecomputed spillway capacity with the radial gate fully open and a watersurface at the top-of-dam is 10,285 cfs.

5.4 RESERVOIR CAPACITY

The reservoir at normal pool impounded by this dam lies primarily withinthe limits of the existing Canal channel; extending approximately 4.9miles upstream to Lock C-11. Additional storage occurs upstream alongthe Mettawee River main stem plus low areas directly abutting the Canal.The normal water surface is at or near elevation 112. The impoundedcapacity for this elevation Is 700 acre-feet. Surcharge storage capacityto the top-of-dam elevation of 119 adds 500 acre-feet for a total storagecapacity of 1200 acre-feet. The storage capacity at the spillway crest(elevation 104) is 200 acre-feet.

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5.5 FLOODS OF RECORD

The maximum known flood in the watershed occurred on November 4, 1927 whengage readings of 120.5 (upstream) and 105.2 (tailwater) were recorded. OnMarch 14, 1977 another major flood occurred with peak water surface elevationsof 119.9 and 105.6 recorded at 7 p.m. This latter storm event was usedfor calibrating the computer model. A third significant flood occurred onMarch 3, 1936 when the respective water surface elevations rose to 119.5and 106.6 For all three events, the radial gate was in a fully open position.

5.6 OVERTOPPING POTENTIAL

Records indicate that the dam and its adjacent structures have been overtoppedat least three times within the past 55 years. No dam failure has beenrecorded. The maximum depth of overtopping is dependent upon the maximumflow that can pass through the Canal at its upstream constrictions and noton a depth determined by the PMF analysis.

5.7 EVALUATION

The spillway capacity is inadequate for the peak outflow from one-half thePW4. For this storm event and lesser recorded storm events, a hightailwater condition resulting in flooding of the downstream hazard areaswould occur. Therefore, dam failure would not significantly increase thehazard to loss of life downstream from that which would exist just beforean overtopping-induced failure.

In addition, large discharges at the site are not controlled by the depthof water flowing over the spillway and other facilities but by the amountof water able to flow through upstream constrictions along the Canal. Theseconstrictions reduce the possibility of dam failure due to overtopping.

SECTION 6: STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual ObservationsNo close-up visual obsevation of the spillway crest was possiblebecause of the flow emerging from beneath the radial gate. However,both the vertical and horizontal alignments of the crest were normal,indicating no structural displacements existed. The structural steelmembers comprising the gate were in satisfactory condition. Therewas no major cracking, settlement, or misalignment noticeable at theLock. The downstream protection pier deterioration does not affectthe structural integrity of the dam.

The Outer Forebay wall exhibited significant concrete deterioration tothe extent of fully exposed and hanging steel reinforcement as well asleakage through the interface between the new concrete cap and the olderconcrete gravity portion. This deterioration, if allowed to continue,could seriously affect the capability of this wall to continue toimpound the reservoir.

b. Design and Construction DataThe subsurface and structural inormation used in the stability analyseswas obtained from the contract drawings included in Appendix F.

c. Data Review and Stability EvaluationThe stability analyses performed used the cross-section informationindicated on the contract drawings plus certain simplifying assumptionsregarding the concrete and subsurface bedrock materials. The OuterForebay wall section was considered a solid gravity section with nodeduction made for the siphon spillway area. The spillway sectionanalyses did not include the presence of the radial gate. The followingconditions were analyzed:

SPILLWAY CREST:

1) Normal water elevation @ 112.02) Maximum known flood; HW @ 120.5; TW, @ 105.23) Same as 1) plus a 0.10g seismic acceleration

OUTER FOREBAY WALL:

4) Normal water elevation @ 112.05) Same as 4) plus a 5000 lb/ft ice load6) Maximum known flood; HW @ 120.5

TW @ 105.27) Upstream canal flood wall limit; HW @ 122.0

TW @ 105.28) Same as 4) plus a 0.10g seismic acceleration

-12-

The factors of safety for overturning and sliding obtained from theanalyses are as follows:

FACTOR OF SAFETYCONDITION OVERTURNING SLIDING

Spillway Crest:

1) Normal 1.17 1.002) Maximum known flood 0.94 0.803) 1) plus seismic 1.02 0.83

Outer Forebay Wall:

4) Normal 1.83 1.635) 4) plus ice 1.19 1.166) Maximum known flood 1.16 0.917) Canal limit 1.09 0.848) 4) plus seismic 1.47 1.16

The analyses for both the spillway crest section and the Outer Forebay wallindicate less than desireable factors of safety for all loading conditions.The structure did withstand the 1927 maximum flood event although theanalyses indicates the structures should not have been capable of doing so.Hence, the analyses is suspect due to the lack of detailed subsurfaceinformation and material parameters (both for the rock and concrete)necessary to undertake an in-depth study.

d. Seismic StabilityThis-dam is located In Seismic Zone 2. A seismic stability analysis forboth structural sections was performed in accordance with Corps ofEngineers' guidelines. The condition analyzed was for normal water levelssubjected to a seismic acceleration of 0.10g. The results indicatedacceptable factors of safety against overturning but unacceptable factorsof safety against sliding.

-1 3-

SECTION 7: ASSESSMENT/RECOMMENDATIONS

7.1 ASSESSMENT

The Pase I inspection of the Lock C-l2 Damn did not reveal conditionswhich constitute an immediate hazard to human life or property. However,the Outer Forebay wall will require increased maintenance and repairefforts to correct the more serious deficiencies of leakage and concretedeterioration noted on this part of the dam.

The spillway, while not having sufficient discharge capacity for passingone-half the PMF, is considered to be inadequate. During periods ofunusually heavy precipitation and high runoff occurring over the watershed,continuous surveillance should be provided both at the dam and in thedownstream areas to warn of high floodwater conditions. Such surveillanceprocedures and other measures deemed necessary should be developed,documented and placed in readiness for future use as part of a detailedemergency operation-action plan. A warning system should also be developedand implemented; to be used in the event of dam failure. Such proceduresand warning system should also take into account upstream conditions alongthe Canal and tributaries affected by possible slope failures resulting fromloss of the reservoir pool.

b. Adequacy of InformationThe information available for the preparation of this report was adequateexcept for the following:

1) detailed subsurface information regarding the site's bedrockcharacteristics

2) the structural integrity of the foundation rock-concrete interface

3) upstream channel discharge and storage capacities available duringperiods of high runoff from the watershed.

c. Necessity for Additional InvestigationsAdditional detailed investigations are required to determine the structuralstability of the dam and appurtenant structures~primarlly the Outer Forebaywall. Such investigations should take into account the site specificcharacteristics of the dam site, including the physical condition of thestructural concrete and the underlying foundation materials.

The struictuiral stability investigations required should be completed withinsix (6) months of the date of notification of the owner. Based upon theresults of these investigations, appropriate remedial measures deemednecessary to insure the safety and integrity of the dam and appurtenantstructures should be undertaken and completed within eighteen (18) monthsof the date of notification of the owner.

The concrete surface deficiencies and leakage at the Outer Forebay wallshould be corrected within twelve (12) months of the date of notificationof the owner. All other deficiencies can be corrected during normalmaintenance operations.

-14-

7.2 RECOMMENDED MEASURES

The following actions should be undertaken:

a) Complete an in-depth structural stability analysis of the dam andappurtenant structures, primarily the Outer Forebay wall, taking intoaccount the site specific characteristics of the underlying bedrockfoundation and the physical condition of the structural concrete.

b) Repair the deteriorated concrete surfaces, halt the leakage beneaththe new concrete cap, and remove the vegetation on the Outer Forebaywall.

c) Repair the minor concrete deterioration at the joints and on the fasciasof the bridge support piers, Canal abutment wall, and navigation lockwalls.

d) Develop and implement a detailed emergency operation-action plan andwarning system.

e) Perform periodic maintenance as necessary on the radial gate and itsoperating lift mechanism.

APPENDIX AP HOTOGRPS

Photo 1Upstream Approach

Photo 2Downstream Approach

IA-

Spillway Gate

Photo 5East Forebay

Photo 6Sluice Gate @ Outer Forebay Wall

Photo 7. Outer Forebay Wall

Siphon Spillway Outlet Portals

Photo 8. Outer Forebay Wall Deterioration

APhoO

AdaetDowns tream Channel

DO~nt~~~large Canal Channel

VISUAL IPWEULMCHECKIST

mAI~g~~us

0

I

VIS1UAL INSPECTTON CIECKLUST

1) Bnsic Data

a. General

Name of Dam Lock c-i DAtA

Fed. I.D. * _ __--796o DEC Dam No. 04o-.--

Basin LAvE aAMPLAI hi

Location: I .14ALL , County JASHI4MTO

Stream Name CrIAMNAhI J , (I: AL

Tributary of LAK CAMPLAILI

Latitude (N) __Longitude (W)

Type of Dam _ iCom knRAiI T 4 a/ MMEAPAF L RADIAl- QjA

Hazard Category __

Date(s) of Inspection ,O!(/7A

Weather Conditions CLEAR !iQ!F

Reservoir Level at Time of Inspection ELE1. Il± 1 (1 4 D)b. Inspection Personnel R. WAPA0* DEk W. L'C

c. Persons Contacted (Including Address & Phone No.) N S-DeT - £pI 1

W. CL&LLIGM (CAMAL SEgT. OPF1M:SFII ST) 747 -4615

d. History:

Date Constructed 4CI,-) 121.1 Date(s) Reconstructed

Designer N'? - 2~E tb(1MF.

Constructed By

Owner IM#? - Pa, WAERk)A'5 MAI-IMMAMCE 9tU6D1I\A6

wa

2) Fmbankment

a. Characteristics NO EAD AMKMENT

(1) Embankment Material

(2) Cutoff Type

(3) Impervious Core

(4) Internal Drainage System

(5) Miscellaneous

b. Crest iO EtM E4KFmT

(1) Vertical Alignment

(2) Horizontal Alignment

(3) Surface Cracks

(4) Miscellaneous

c. Upstream Slope NO EmeM EIMT

(1) Slope (Estimate) (V:H) ,.

(2) Undesirable.Growth or Debris, Animal Burrows _,_,

(3) Sloughing, Subsidence or Depressions

C- 10

(4) Slope Protection

(5) Surface Cracks or Movement at Toe

d. Downstream Slope NO EM6AKMEKT

(1) Slope (Estimate - V:H)

(2) Undesirable Growth or Debris, Animal Burrows

(3) Sloughing, Subsidence or Depressions

(4) Surface Cracks or Movement at Toe

(5) Seepage

(6) External Drainage System (Ditchps. Trenches; Blanket)

(7) Condition Around Outlet Structure

(8) Seepage Beyond Toe

e. Abutments - Embankment Contact KO E MKIKME)4T

C-.,.

(1) Erosion at Contact

(2) Seepage Along Contact

3) Draina e System

a. Description of System MO14E.

b. Condition of System

c. Discharge from Drainage System

4) Instrumentation (Momumentation/Surveys, Observation Wells, Weirs,Piezometers, Etc.)

NON ME

5) Reservoir

a. Slopes (QMDFIATEL O AM) - LUALLE6 CHA&IJEL

b. Sedimentation kI/_A,

c. Unusual Conditions Which Affect Dam $I.E AM Q&ALOA CAMAL k 1 /P4

fb~t S4.OFE SLOQtH~im if FbpL 0=29- EflLQ FLE'4 IIQ

6) Area Downstream of Dam

a. Downstream Hazard (No. of Homes, Highways, etc.) 65 4OME RE, ! Q| ,C

b. Seepage, Unusual Growth W/A

c. Evidence of Movement Beyond Toe of Dam MO

d. Condition of Downstream Channel . A q rA&qu)

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

FI.EDQ C MCRE1F C&Egq SI gA~aAL Q&L ONE"EA LiF[ MEH&t

pRFflmF-AA ) &ALL (P/ Si'oPHOki SPiLQkAL? Ogw fALL MSLO)ICE (

a. General bA.hF '-r... r- fR OQ .PCgb&q QALL- ( 9.Fk-C1,E R97O1 -.0A

b. Condition of Service Spillway C iCQ-M CQ? - SoutfACE 2I QO2A"tOOwiq

StA&L - 4VA L QzV. A

%. • A JjMZ

C-10

c. Condition of Auxiliary Spillway - rFfp, " f OU h c.Aq )ALL

d. Condition of Discharge Conveyance Channel "A-pSAL &EDpm (y- u ' -

8) Reservoir Drain/Outlet

Type: Pipe Conduit Other KA O Loei! C-V_

Material: Concrete Metal Other

Size: Length

Invert Elevations: Entrance Exit

Physical Condition (Describe): Unobservable

Material:

Joints: Alignment

Structural Integrity:

Hydraulic Capability:

Means of Control: Gate Valve Uncontrolled

Operation: Operable ,_ Inoperable . .. . Other

Present Condition (Describe):

S) Struectur-i - OVIER FM.A LOALL

a. Concrete Surfaces C~~~gA- COMC. 09M Rk. 1,O2DHwL1

DAk1AkW kE-tjXEL 4WL ALO; LoWE9- Vn of ALL

L4XIL OLALL15, - SQMF- 5PALL4C F Ac CIA QACYkti 9 &2CIALL j C0E

b. Structural CrackingC goF APPA(EaiT 0LAC 14 M oREA(WA~i- it LocK

c. Mcvement - Horizontal & Vertical Alignent (Settlement) bjM PPR9

AL~sj DAM D2I)AJS&AM PfiJaXQ7AI PIEL GLAAG - P60Rk C&J#Ip A

d. Junctions with Abutments or Embankmnents ______________

e. Drains - Foundation, Joint, Face ______________/A______

-I

g. Seepage or Leakage Q AFA" gag&V ALL - 5.5 AQ1eU) ZP QF_ £JALL- AEAP,

CoAIC fAj7FkMFAC (%4W CAP QVER. OWD OALL)

C-ia t,

h. Jints - Constuu1tioi, etc. LOUJL- Sop x C .C PLLI L A J

i. Foundation N/A

j. Abutments -- (a 097-CMqL QALL 5oi eOFcpAic SPRLLi~ja 4cPACK&IA 6 ,j jF32L

9W E '-4,4M -'T jjDhI.E A&cCIL IZIPRAP -~74

k. Control Gates _ _ _ _ _ _ _ _ __-'_ _ _ _ _ _ _

1. Approach & Outlet Channels ApmAC,7nR?

m. Energy Dissipators (Plunge Pool, etc.) - AJCL cTj

n. Intake Structures kiIA

o. Stability

p. Miscellaneous

APPENDIX CHYDRLOGIC/HYDRAULI~

ENGINEER G AA N COMPUTATIONS

CHECK LIST FOR DAMSHYDROLOGIC AND HYDRAULIC Lcy. C-1. pAA

ENGINEERING DATA

~94

AREA-CAPACITY DATA:

6420E CANAL PAjAu~ - Elevation Surface Area Storage Capacity(_C) (ft.) (acres) (acre-ft.)

1) Top of Dam 119.0 11Q00

2) Design High Water(Max. Design Pool) t_/A _ N/A

3) Auxiliary SpillwayCrest oOjER. rPoeB 114.0

WALL4) Pool Level

-I Q. 0700

5) SpillwayCrest 104.0 0000O

DISCHARGES

Volume(cfs)

1) Average Daily 1A

2) Spillway @ Maximum High Water (CATE FoLLL. oeI ) CA L V. I I)

3) Spillway @ Design High Water .. /A

4) Spillway @ Auxiliary Spillway Crest Elevation K/A

5) Low Level Outlet WA

6) Total (of all facilities) @ Maximum High Water 86 (ELE.-. lo)

7) Maximum Known Flood S!A

8) At Time of Inspection N/A

CREST: DArA CBCD) ELEVATION: J11jj .Q

Type: V'AktES, - Comr- uOALL or: yAALE oiDp4r

Width: M /A Length: LOCI- .- l FcgEtr A-i-19

SpilIlover - 9_ApIAL gIAa

Location - il-A Cai~pa oF 9":130- IMPc)tdDIM4 5Pi)C42q9

SPILLWAY:

io4.o El-evaf ion 114.0

RADIAL GtAW FI4- Type o2xjP. gO2PAq COrdC. CJAi

___________C_____25__ Width 7.61

Type of Control

M/A ~~Uncontrolled ______________

Control led:

'RADtAL =ML. Type 4kA(Flashboards; gate)

I Number _________M _______

95.4 Size/Length (,'+ eo. I -5LUICE C46A0:

Invert Material_________________

Anticipated Lengthof operating service _______________

MIA -Chute Length M/A

7 - 5' Height Between Spill~way Crest I&Approach Channel Invert

(Weir Flow)

ADPIOIAL- D15CHAge 1E A\WALA&Z F"c~

HYDROMcTEROLOG ICAL GAGES:

Type : S.Efl GVM Ot.I OPPEPL LOLM)L POCLS

Location:

Records:

Date - viIti. 34 /77 3 4 /3(,40 - 10. 199 "0-5

Max. Reading - -r' - ins.Q I i(,.o

FLOOD WATER CONTROL SYSTEM:

Warning System: hlamp

Method of Controlled Releases (mechanisms):

OP -- .oI"F e CabL- MAI&JJAI,. AJ Of6RFAm PmL Q 11.0

PZQL)Oje ,F Q - -& SAk

4,

DRAINAGE AREA: 4Q9 -2 m LE-

DRAINAGE BASIN RUNOFF CHARACTERISTICS:

Land Use - Type: PIMAJM hILq A!, .CUL'LAL FEI.1 LAir M

Terrain - Relief: FLAT 2 E ( T W 0 - EFLa=T -00H STEP)

Surface -Soil : Ak~iLq VARABLE (5Am40 UAE - RriV OOTC2P)

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

14/A

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

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

M40

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

Reservoir perimeter:

Location: 1,/A

Elevation:

Reservoir:WOWAL

Length @ II Pool ("R: r_ 4.87 (Miles)

Length of Shoreline (@ Spillway Crest) N/A (Miles)

00-15-1 (3/78) NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA-17

PROJECT GRID

JOB SHEET NO. CHECKED BY DATE

DAM (- LocK. C-i/ ISUBJECT COMPUTED BY DATE

Dm F AkFA: usrs 15, £QuAD 7.5 QUAD. Or-

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PROJECT GRID

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PROJECT GRID

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00.15-1 (3/78) NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA.17

PROJECT GRID

JOB SHEET NO. CHECKED BY DATE

LOCK-. C-iD DAM 4 SUBJECT COMPUTED BY DATE

IAI0FALL. - A FLe. U,)- I 4FILI-ATO,. PAAM F-'5 u.

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SUBJECT COMPUTED BY DATE

rIL2 .I . . . .

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00.15.1 (3/78) NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA.17

PROJECT GRID

JOB SHEET NO. CHECKED y DATE

SUBJECT COMPUTED BY DATE

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PROJECT GRID

JOB SH4EET NO. CH-ECKED BY DATELC _( C- . VAA &8

SUBJECT COMPUTED By DATE

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PROJECT GRID

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SUBjECT COMPUTED BY DATE ,

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L.2-,F- C-K' ,:

-'i'PICAL .- S..Shq

TYPICAL CHANNEL SECTIONSERIE CANAL - WATERFORD TO THREE RIVERS

OSWEGO CANAL- THREE RIVERS TO GSWEGO

ROCK SECTION

EARTH SECTION

RIVER SECTION

TYPICAL CHANNEL SECTIONSCHAMPLAIN CANAL. CAYUGA & SENECA CANAL,

ERIE CANAL FROM THREE RIVERS TO TONAWANDA

ROCK SECTION

EARTH SECTION.. , -,:----- ---- ..- , I ,0

RIVER SECTION

71.7;

00.15.1 (3/78) NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA.17

PROJECT GRID

JOB SH EET NO. CHECKED BY DATE

Lor~K Q-v'r _ _ _

SUBJECT COMPUTED BY DATE

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PROJECT GRID

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00-15-1 (3/78) NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA-17

PROJECT GRID

JOB c SHEET NO. CHECKED BY DATE

SUBJECT COMPUTED BY DATE

Ht:4E - £, , k. 0? O eevY 1 C

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00-15-1 (3/78) NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA-17

PROJECT GRID

JOB SHEET NO. CHECKED BY DATE

LOCK C - IQ DAM _/1

SUBJECT COMPUTED BY DATE

- - - - - I - _ _

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PROJECT GRID

JOe SHEET NO. CHECKED BY DATEJBLOCK C- 1, D4'/\ 7__191

SUBJECT COMPUTED BY DATE

01AcE 5CHAtZC E~o - ouEi FoizEeAk u)L

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00-15-1 (3/781 NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA-17

PROJECT GRID

JOB SHEET NO. CHECKED BY DATEJeLOCK C - t DArAX3

SUBJECT COMPUTED BY DATE

S'TAqE-. DI1C "A?. E: TOP Of LOCK 1. + WEST ABUT. WCL /7.9

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PROJECT GRID

OBSHEET 0. CHECKED BY DATE

SUBJECT COMPUTED BY DATE

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00-15-1 (3/76) NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATIONFormerly GA-17

PROJECT GRID

JOB SHEET NO. CHECKED BY DATE

SUBJECT COMPUTED BY DAT

BWI CAp3AI. CJAEL- CAPACI-, APPEQW2H 70 LCC LICL 1T9/3I/7.9

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334 DISCIACZ AT PART3L-O2, MtTIONSM MIS GCKLAEO 317

______ Dishex" moss,..ets mad at lo-flow patiU- roeord sttions duzing mter year 1966 -- tiew

Sect. Stlid. . o.d *... of

9,03.2y miles 0.2 al.at of .2y. Clnton1

2769 MgU.h Bra Sarvae tAt 3533-, long 73423, at brdgqe 15.0 1 961 7-2-6 1.1RIar nea Cly.ug Stae H1h- 30 and 36,t2.0. mile t~ of.

3. . akerg . unt= O~ny, MI.7S

27?38 Litl Aoval Rit e tAt 434 5 19, long 7329'49, 6T9Aea. 2.8 16-61 9-30-ag 13.52hear ak.,~ . . Stat. at3* La 3, 0.2 Mills, 2.wt ae ort of 196.4

V-12..X. Cainty. .96 0.

-..- V27 Doug~ ve at 65th Eat 44*0951" loft 73'295., at arid o 37.6 .961-49, 7-28-44 7.19be"La, N. T. i. cut r.o5ad, 0.Mie esfr ust2 0.3ma a. 1966

*~~~o Alt ap from-tg Z.tal r3aa.4 Branch..

DO-A8? 790 NEW YORK STATE DEPT OF ENVIRONMENTAL CONSERVATION ALSANY F/0 13/13NATIONAL DAM SAFETY PROGRAM. LOCK C-12 DAM. INVENTORY NMER NY-rTCfU)UNC 80 6 KOCH DACWSI-7-C-0001UNCLASSIFIED N

irslmmmmmmI

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OEM',,

ne .. bstni

30 SINRATPRAsX-R U =A ISLMM rR

sS ruk o Brw- Let 44-4-4'?, look 75-43-2r, 0.2 40.15 upotmm a-4-I L.7NAmm* ie AsW ie fre mot &1kS 1.2 all.. southkeast or Black

?,tbu~Brea St . Clic.. Comity.J Bl ak U.? Bhue" lat "V 25%0 long 73-46'00-, . bridge as 11.8 I"*, S- 3-d6 132

AmiasbleRiver county highwy 0.65 alle -a" at Known 1954Vslay, Esex Comity,

SentS zS..5 Mmeb Rier 1& 44 1523%, ag 7347-36, .5 briMp an 93.1 meS, 8-23-64 21Amishis Rive UtaeM w 73 IN Rch, 15.. X~S.15,

mee Blank nut stemo tat W424'94% lan 73S40-U-, no balls. an IUI 1Amiable River Amu.51. Rive county roM off state sigbW a, 1 al1.

* Ulbw anrthast at North Jar, Zones Comity.yalmwC~t W ft Ka Let "-A-S39-, look 73-40-27-, at brIda. as LIU, 8-U-IS 5.3s

State SlgSy 93, 0.3 mile nrth af An S0Al 1545,Fraft, CILam Couty. ISOO

,in 54ly41 49. Ist 4427*V, long 7S'1518r, as bridge On 2-U-I 1.13Bleakgfs. Eas.. Comity. N. T. ad1 0.2 all* Mr-

.tr m Mouth.Not40mg auok lingnS IMan, Xat 44-10102%, lang 73-37'23-, 0.3 mile up- 1.03 193 a-. 3-66 2.24

free fMot sam anU 3'avW 9 ad 0.4eale1 nrthes.t n Numb, Ba.. CnQV

as Bunk. tat ae41.314% ag 73!4SSV, at 'br4.dge an 7-U-IS 09.13State Ugew 9wf, 0.1 mile anuSt To LAW.of Elnanbetatni, Us. Comity.

Sua Drun 40. tat 4 5,long 73-3239-, st bi~gs a GOU 9-46I .40No. usS MOW nmmyn 9 at Dftrumi. Zen" Comy,

Cbme ase* Birth Buos 15.5 &4-go , lang 73-U-10, 0.7 mile sets- a-2-as .38Banuet Rive vast f Fairvew Cometey an& 1.6 uLlas sink-

wft at Doerbeffi, fs.z Comity.cbsk ara do. Lot 4420108 June 73'3312, a" brige an a-U-IS .74

Reberz ROMt, 0.4 40.1* soutesasSt FaiewY5Cemetery ad I me i ohnst at OsochaM,

aSme Ran3 do. rat "44717', lang 7340, at brile 2.7 B-U3-IS 1.41Blank 40.1. nrthwest at Lewis, Sow: Cowe.

aw mm11 do. Tat 4717', lang 7354 2$", at bridge.a 6-U3-44IS1Brea5 cunty aa aft 9w Maknw 9 and 0.8 milt

,othwstat VISw, Esseff Couty.VILL bosSk law. Comnplete Let 6410340', lon T73!050*, as54016.4. 7-04-I 4486

emany rou at Nox11* Center, Za.. COin?.

an31 2bmS do. Iji "-03-09', 2rig 73-A47'. at bridge alown 7-27-8 -6.76pogpe hNav Read. 1.0 40.. van a Parbucy, Urn Comity

pin fte *a Crash ist .. rsAa2, anig 73.lPSS", at 1@ilg s wo--D41 *1.tb wNWv Taft Steer FOincnohsay Road, 0.1 40.1. 6-li-64 .71

apptpong flo smat. =A 0.8 ZL& SAan.Stat Coo Paa Cente, Zoom I -t.

CW aea law5 ChoiL4a La. 43$631, an T32754-, at bridge at 7-0-60 "A.s11.5 Nateaoql 200 ft danlss trn BeMBlank, WA 0.a mil eat o Pa51.owner, UrnX CM

l fuLusemm do. rat 4338'S51, Imi 731013', . bridge 48 7-l1-IS 01.08oinsW mel 2.1 Also north or fStao~saWvUrnd comity.

=4 EKnm NEW 25611b Br atLi 43'2613% ian" T344-21, 600 ft below 41- 80 1901 7-1644 0meoR dow, lulls& upots r c ow m sad1.2all". motut of atw Ls and"e, garis

TasBo O R 5 Um 43-48-401, lane 7310-36', 4at IAN m 7-abIS 06.43aM ~ ~ ~ mnS road05 0.4 MU.1M west at Yallay VIM

chu not 3.2 40.15 nuethwt of UNSOOMiu,

-. UV VIM& EamS fts tat 43-0-45, lUng 73ftS1 at rIdge on I-li-IS em.?county raoM at Shas. MIA, OsblSI@

a Il" 2"

t 14

.1 -aaa

Streams troutmv1 to St. L....... 0l.C6tt4664

4-m VnDomDo. I.I-O42 a .2,9. 31.4 in." 7 6-

1416 644. .. t. 2.. No31 1o242..43.1 1.

S. 4.4 " .11t7. 3.42 2.2-z

10. 3.42 3.41

9. ".3 1&IN. 7.43 m.2

chasy. 7. 2-4 :s.3 2.60

- lt If m .. 3 3.110S. 7043 6.07

"0. 6.hot244 V. As

6662 ~ ~ ~ -4 is 6..646434 .

.1 1?

2 6 .4 266 1 6 4

6 7 6 6 0

'4.210r MOM1 9.6666 gait 1 443V33, 1664 732-SU. *216641 7016616.66 Clay- 221.6- St."6 614666 3 ;-it

51. 3.. 34.20 .11.6 _66 rW2260.3

#-9730 little 4664016 016.6 Tat 4413-111 1. 73291". 24 67.8 13M.41 7. 861 16.6-oo V614. N.Y. 444"6 6 26=6 road a2 Lath-

6111. 2.6 16 .. 66606662Val6~1 -1144 266.

4-CT48 Not. 0.661 Am6441 IA. .441131 rl 166 3t776. 6 49.2 1IN7.41 7. 6"1 66.1617.1 "2 =6. b -1 lum 711164 road to4

4-r63 So;=6 0164162t L66 ot 44C6v-S?, 1666 73WP.5 at6 37.6 2346. 9. 7-41 14.4

Imm.14.0t 1-6&. 0.2427 .1lion.

4.876 os 4 M= ."6 6*t4 lot 62. 43''3",.M 166 3-43.211, at 5.03 1961-44 6-3.41 .0N6. 3.. 211436 64 326 Mal-6.4. 366 ft 6.,.1 .

666206624 U.S. 13*.7 1 -41 2.26664 20t 12 t- 4621. MAN66 6.041 1.11

Ka116 I'am.0 a2 1606e 2.610. .4 6 644 3.11461 '62166 M 1166a M 2. 6.1462 1.134162144 26067. 6.29-43 1.13

S. 0.44 4.01N7.14.48 .37

6.2710.1 01.62 a-&0 as to2 43*10'46 , 166 707716, a& 24.6 Inv."4 6. "14 6.20

Mam~egoa 64 2. m4l. faoot .&S-N3 3.2317am36420. 26-.66 M6. 6-12-43 1.!'z

4.26.44 33.3U.12.44 .137.2-48 1.23

4.0731 SL1vtNm 2. 430722?. 1.66 70738*. at 33.5 1941-44, 6.4641 62

= b66 3280.061 46213 7-41 3.33'Aid"660 3.1 a116 6646 61 614-41 .2

-6 6.4 Ll.;;6 66.7 -4 6

.2.=3 6.42? 12-43 .129.13'.43 .33. 6.44 16.6

----,- a-212 06 tmv 1162 162 407221 166S 73*23*436, a2 110 1360-44 6.0.41 Co.

= 33".18 6482v44 0-W.614.41 17.44.66 36..

7.14"3 1.1.2043 12.6

6.1443I

Alt ron-no6w26 6611.tl 221a oaa614264' Ga6s

62 6.* 1 60 2016.

2 16?.==41 s666e0 s Aim 166.h 66s 12666180t va0e basis66 3166 66? 6.I Sao,"..6a"Oa W6664 Mkd1 1441 S" 1164 2621 6M4 NOW4 0.6.4if 116611861 1166.td 114660666.

78 C8887SAOK 5ARTIhL-RE88D STATION

Own ... I.

4-183 118814 At-, -- INS 4433ZG. 18.8 7504I4'.. 42.6 1INS4 I2.44 5.5 ic8698.4 N.Y. Z81 L 9 da50 ft ds-&99 88.5 -842 64 1.89

Ims =.Ie.-. 8n.% af8 1 688 - 4-42 6.64M 2.10"chwi1. .11"84.968 3. 1"4 9 4.13 ?

.r~ti c-m; t.* 4884 8~8~ 9 4944!~5~.244 71045 8.4 19.40% 2-27.4t b 4.1U

@2657 a118. N.Y. .9 3415349 b411848 =a1 4 1M145 4-4-4S 3.74 G7sall., It.*6 . C . 4- 4-454 . 8ow8 0.6 51 U4N 68 wot 88 rm-13.65 v9 4.4

244 Ma~, t " 444 a 1- 1644-4. 44.9 1IO-0 3-56-1 3.92 1,040

S. . v#%ttNfP1951.ad 3-.430_4 . so 7to.586 a98 r1 St.5. L 83 85 - 4"# 8.7 1.9

c~~~aser198.4 St5~ omy - 0-61 0.3s

* 4801 .,t ~ a 43544. t. 15# " 4-S8-45 4. 78099981 N.Y 698 a.189 19..6 481 2 41 S.:

8848 86oMIS 8 86.99 S688 AL1,0 3-14-44 14.8 17.3488 56818 .10 * 98 69. 41.48 15.7 9

*4-ml8 Nos* or""8 14, I" 6~5 1.* 76-29-49% 35..11182-4S d-14 10.74 6er."95 "8 Fe1n8 8998886 %. SV49 w0. 44

C*,-ga CNO. .0 1..98 474 86.984

=4. 14.l4.9888 11881 8886 2889 1 9 4N 82'4 . "~ ??7'. 10844 . -4 1.

4 -CM7. 148.5 19669 Ust 14 4019u. I.84 73-8305 17.07 164-4 5.O 2 1:. sit.97 6 r V88 ,8,89 58606 UI8 4-4."a 11.34 .

oft16 95.". 116 1.5.4 88198sl86828464: 4.

4,.8 61986889 8881 . 1.8 4r2'59. 1986 l1116*w. 1.13 18444 4- 4-44 Is 1

402 f48811 Al. %r- INS 616-14886 7,0,21 I886 IMG. 178144 10. 13

19. am"5.% 28.6 am.e -8 11. I 2U4.8845 IBM* 98.08 es 8 144 44~s15 * 1 0 2.1 818064 ". 6-44 IS. 7 O

V1. 159 t -6 6649861 3.8988IN9.

its 95.-9 2 8818 0- 814 La. .-41.6 5658v aft48 NO 849 44S21"1. '111619. 8.88 1866-48 1:16-04 10. ST 721988 898. m5 618886 88 r=8 -6 () SO a

t-568. 8868 Vtm 81868 1 48 0'" 1- 7572744 . 156.46 5-oasS 4-84 10.0 46as. 1088. ft 69n8 =18 I.a.1U1

4-9m.8 L411 369 8185. 2rs 46,18,16" 1-4 734-o.48 1.07 18648 3- 4-44 21. 4?86."1 95.~ 1 ft 98 5. to

8681U984 99.m 88 4618888 88.88 Ur@' 11 IS." 3 4-44 1.4 1

886681 99 SOUND . 9.1~t1 86 dir899 .0. 3. -14 11.7 58

68SS - '189 I8 106l' LOS 81486 3.l 8.844 10. 86

KU AM ?AfD~.-C0RU STATIONS 4X ISmLMU SflU 397

"ami asaftrmU lo.at1.-t.sa"= ,o~ 8.1. aSM_5f3w186G59

=37t1~tu ngS.a ZaS 40av .6 t.IUS 0 -4 1

g,,qlaa 8.9lg .4s~ -20-N S9.2UO Saloomi0 Alta I"Ims7 .13a 5-3&U.f 10 -55 1

111. V. T. as 710, T g Ros 0.3 7-1-a 1.1a6t mo t.. 9-80 .11

a nin crovii " lt 4c91sxa 1mg P :or8. W6.5 186-0 10-10-86 5.405 516 Cate lse Ad. 0.4 7-31-a6 .:4

su bsoie leSL. 0$ 44 4-02 O -471BI. 1ft0 0-5460. to- 4-16 43.A08.0,5., 3. 1. t1 ldi, 00 I.cars. St.. 198900 -0I 13.1

Croak ft" e~so it "ei.ohot it tM i

]no, G TS40 . at23m S~ .1. .1.0 ss 01-6 35147 ls Srnf~tel 433*T 2&"0. 1 75 23 . 41.53 0 9-0-32 5 3 .1

erta at5WU Sta to 11ruce 12 am-86agoa ml. A . T7MF2 0.3 110 .60% orCj81v13

24" Ismsr~f~t ~~32- ;.w mg7 53. 41.$ Inv-, to- O-Se 126

hoel . 1 2 of 4 2B s0m~ortowg5372 smoag 0So t u* 432521, lis" 700? . SO,.0? in4-?, 5-IrSO 90.0

"our biwo . to aS 518 ,8 tiw sal IOU.2 7-1:59 7 .4

3748.wlu LI en a140. 11C IS 50S$ 25IOU _______ 15SF. sma GO55 a10QX4 i 8" .1-ns

ShoVrn M1881 Stag RI . mm'R"

12014 .03r

MteYor .21 s 5c 0.de on li 13ue 8 I-smS 1.564

R~ a. s m Mammar t5o5 St. owuffas ft&~. 8.

N. T. S. 2. sh 86.20 l. oo 814-59 7.94

w T. bridge n*: Sm-5 33at" "It o. aom86 . . 9lo m 9,10-19.8

I'M .11 1. SOO I.. WN406 L4. I1I.4 10. 8-86 36.Rme l moa e . . a n 511 t. o ~. ftwkr S10-59 48.01511.7.6 3. . and bor. Z5. . -a7 1-59 31.9

I'M6 0.ft Ri,.,l ras 14 5 8 . tmg ?11 4U 1.6 1964. 10-ti-st 11.011. weaar ft. ; = o tt518 ost oad. 02 17-8 7-13-50 7.16

N.38 T.*m'a.01769 S.*.' m 2742 Ults sog AmbI8t 14 1 "31"IU 734" " 18.5 MAS-S4 I*- t-S4 361

S170 0.0 loVV t T. ? SF1 00 Sftat -19. 14 I"5 %0- 144s6

1. T. 0.6 4 o8868 f We"5 ran

Alt . eva t pot -rweosai e,11. a.6 sttim.* aa6 u a Smoodawm shouts61 s1.510..

-D .'

-- ---- ---

i.

it 3s __ _ _

24 I ,.

W 2

-. ~iI~.d-V LV

OP

APPENDIX DSTAB I L TY URFPITAT IONS

77 T7

7. w

-.-. -. ....1 ... 1 :

-~7-

-4-___

-7!

- -. 7-L - : 7 Z

17-j* ~~~i-x-- -- - -1 ' tz

~ ~Tho _

g 2 --- - --

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

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

___ :2:p2 f~ji T--1 7: ~4

. 4. ...

..... . .....

.. . . . . . . . .

Lomck -t2 PAK

*rpu@ SILLU~A9 CIZE5T

:2~~ ~ 3KT'' r

_5c of C'L -- f: o I .~,2

1i~ s !_enter o U Cvi tLy 2~.07 Sc1to £~:to

iI s u "oa of G:C ty 4 -7.87

0! SZr~n %- 2 to Uons Lream

D1~zrc~ ~r f r f'2vity 6 5.55o~

Tc "

0(Tctal) (ft) 7 Ui.75

Cc S 1i di 1: 10 0.7

U. t 'I OK/ I-1.)

(u. i V' 12 AO~

ra~voS' 1Cyfji~t p 13 3.(P9

li;Kc, -.-at-t- ove- 14 8 5~.TC),o or 27iiivay (Vt)

Hei1jt,t of' Soil ';r Active P'ressure (itx) 15 0-5

Hc-iyj:.t f Soil1 for Frssive Pressure ('1t) 16 3.6

Hiiht of I:iter Tailrace Channecl (ft) 17 5.S 14.1 S.5S

Wtoi~ht of keat.r (K/ft) 18 0.(04

Area. of Scc. .4 (ft 2 ) 19 50

Dist:,.mce frcu; Cr:lcr ef Grivily ofS~iet o.4 to, Downstrcon Toe (ft) ?20 Q.'65

Sof Ice Lcl-d or Activ.- '.3,tLr (ft) 4~6 1:515 1(Ccsc not jct 14)

Sd ;ri ~ fic~'t eSO5 - - 0.10

LOCYG. C- 1. D'AM

$SIiOl. @ OuXL IFO9.EbiAk 1 WALL

Area of Ser-:rI N ,o. I (ft 2z)1 .75

Dist'r~ '6c-iCe-nter of ' 2 S.6.06Dist'~-r N3. 1 to C- ri2 d~

Are -o c- tL.2 -' 2 3 IA.Dista Ice from, Ccmter of Gravity 4 13-.~

o" pe~nt No. 2 to Dc.nstre--m

Area. of Sc-ment No. 3 (ft 2 ) 5 135. 76

Dist;cef:,o Ceter of Gra~vity 6 11.5of SE,7:ert No. 3 to Downst-eamToe (ft)

Case "'Idto of D~m(Total) (ft)1 7 15. Z

HeicIrt of Dom(ft) 8 610

Tce L ~~(K/L ft.) 9 - '5Cor~ffic~rit of SlidIng 10 0.7

Ur~t~i~htof coil (K,/ft 3 )

Active' Soil Coefficient Ka 12 -

Passive Soil Cocfficient -Kp 13 5.(9

Hei , t of 1Vater over 14 -- -

Tcp of D:m or Spilltw.ay (ft)

Heiqght. cif Soil for Active Pressure (ft) 15 -

Hieight of Soil for Passive Pressure (ft) 16 3.5

Heighit of Water in Tailrace Channel (ft) 17 0.5 Q. 5 11. Ii. Q.S5Weight of Water (Kift 3 ) 18 0-0~44

Area of Segmecnt No. 4 (fIt2 ) 19 71AP75Distance frun Center of Gravity of

Sy'tNo. 4 to Downstream Toe (ft) 20 5.1p~~

Height of Ice Load or Active Vater (fkt) "6 20 00 Q;D 1)(does not include 14)

Sei Lvc oificiunt 5~ ~0 - - - - 0.10

T: L LOCK C-12 DAMI-i

,'L SECTION @. -SPILLWAY CREST

22.7f5 RwL4

7.875

7-! R-OL

26.7 , R :C L

5.5-3C6

7

-7 PCL MAXIMUM.- KNOWNi .FLOOD1 ROL L, P: L

9 14

C F. RL -5 c10 ....

0. I:c 14. -

0. i 9 5 5 ?- 7 - F.S.(OVT)

12 -t. 2-:-7 4 -

PIL0.~~~ 7? 7 L7 9 -6: ' F.S. tSLr):3.9 ROL.

14

ROL

15

2.5 RO~L

175a. 5

5.5 .CL NORMALI' W/SEISMIC

0. 004 r, R OL.f 0r. ROL 50

19 .:3.

'. PCL 1. 1 6 75'4 7 t:20

2.35V:..2.5 ! ROL 1.595:04446

NORMAL I 4 t. 1. o0o70'r-CONDITIONS K. F:CL

50

1.. -.: - F.S.(OVT) I. I:2C:,;. r F.S.(OVT)

1. 51 4 1 4 4 24 k:.:5 E

. ' , , F.S.(SLD) 0. S- . ' 5,63-, F.S.(SLD)

LF:L

o. :LOCK C-12 DAMF. :L

.T FYL SECTION @OUTER FOREBAY WALL

P4 F. C- L

4:F'2L

C.j

..... . . R L: F,:9

13.

1P. FL

F' L5 L

F'L

1. 32514C5 F.S.(OVT)

l -. F:F:L R -: L

F' .L F.S4SLD)

3. F:CL14

. L15

12:CL 1 : 0 .# - -L

16:-:. L

R RC L

1,

2.

0.0.O6 4 F'L 14

19

7 1 6375 1-

I ! RCL 0 C

FiL 1 . 15,:, FS(OVT)5. 6 6C L5. : , C L5

NORMAL 46L

18 i F

CONDITIONS 2 FC. R- L 1 I-, F S (SLD)50

MAXIMU5MKNOWN.. t'?: F.S.-OVT) FLOOD

6. 13 t5 4 7-,,.

CON IT ON 1 . R.S I(LP.')I:::: :n:- F S S D

LOCK C-12 DAM

SECTION @OUTER FOREBAY WALL

UPSTREAM CANAL WALL LIMIT

0. F:CL14

1. 22L::_'9674 F.S.4OVT)

1. 4 0198

8,4 4 .-" -;:- F.S.(SLD)

0. F.C L

0.

2. 5

4

ci7

2 FCL

5 n0. I

6 - 712 5, I"-5

I1, 6:3: 12 3.'-R0 4 !

NORMAL*W/SEISMIC

1. 47 265'6:2 F.S.(OVT)

I. 164:39 11:;6 F.S.(SLD)

APPENDIX E

REFERENCES

1) H.W. King and E.F. Brater, Handbook of Hydraulics, 5th edition,McGraw-Hill, 1963.

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

3) US Department of Commerce; NOAAClimatological Data for New York; March 1977.

4) US Department of Commerce; Weather Bureau;Hydrometeorological Report No. 33:Seasonal Variation of the Probable Maximum Precipitation East of the105th Meridian for Areas from 10 to 1,000 Square Miles and Durationsof 6, 12, 24, and 48 Hours, April 1956.

5) US Department of Interior; BUREC;Design of Small Dams, 2nd edition (rev. reprint), 1977

US Geological Survey:6) Water Supply Paper 244; (1907-08); Part IV; St. Lawrence

River Basin.

7) Water Supply Paper 1627; (1959); Part 4; St. Lawrence River Basin.

8) Water Supply Paper 1912; (1961-65); Part 4; St. Lawrence River Basin.

9) Water Supply Paper 2005; (1972); Model Hydrographs; W.D. Mitchell.

10) Water Resources Data for New York - 1966;Part 1; Surface Water Records.

11) US Naval Facilities Engineering Command;Design Manual DN-7; March 1971.

12) US Steel; Steel Sheet Piling Design Manual;July, 1975.

APPENDIX F1w

~1 IVICINITY MPLOCK C-12 DAM

.. /

wheettaDAM SITE

l~n F

.0 Ag..*

U. 4 -

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rrvOlt

4r OOZ 0l 0.5 7

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ir/

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"r'V d0etaI/s of anC/zoray&e tOt' /0C Ca:' go 0,-ndY nJe die &0"1 53ee,PC,- dletol/j of lockr see sAeet NO0 7. -80 -dlFo- details1 of ci/ryert //nlnys and valve. shafts 'Tee sTheet NVo

Fo fondaionpia se shetNO 76./' jctlons see sheet N~O 73TP brl~pfge foundetion de toils jee Thee1 f 0 91 -92r~r ,novob/e darn dej'oi/s see she et No 97 -99

fA D E Y ~~r-M AC S05Sr L 0v'ujierbJ.rU

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"r c,5. '.3-,. Champlain Canal Section 3. ,.

meosFrom Lake Champlain at Whitehall, th1ouh -

b , 9Pc~stWood Creek, to vicinity of Comstock'st P.O.

,,2. (mof,,. Contract), PLAN AND ELEVATION"

3.'i

LOCK NO. .12.Scale:Iinch16fqt6 '.

I 1~~4 '3 1 ilII I II

17 7

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*7-f:-~El va io ofe0~ , 9 Abutment. of P

/VI79 a ee tSbee/ A%0., 9 7 -9.

/ ,/ f7'

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Sectional Elevation ott D-D

2l~

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-A7/04014771

(ation cxf D-D/

'4-~~~. #,wev'-- ,4

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- - -Conitract No. 15.06..// /Champlain Canal Sect' n _37/K / From Lake Chamnplain at WhitehaI ,

~' 9/o/Wood Creek, to'vicinity of C9mStoC&kX.b.

DETAIL PLANS OF PAYI~k.BRIDGE PIER,-ABUTMENT E10.

Scal'es: as indicated.;xnmi fuld pro.d

Speeial ow '

01,

wt 0

Std10 kos

a~9 0.h Ste 0 0

5.50Sfa. 0 31.5 6

Mjs 0.-wy

IC/ Bo. __ __ _ __ _

~-io~Sta. 04 31.5LZA OI . P,*. 9b~ Rem-ao.d

eo p P v

fhe .W d

_____________ 90. t 0-,6 E

St,036E

di'9.r/

/'9s feyy Q '64-

09- t90+7?6-.970

err,~~A o1ed.£/04

- - --Z/o -90

ereo

-V ~lb 1-'- - -

90~

r~~~~~~/. Po, to-,_012U.6

fl.t

-90 ao 5tc 1+1-3 ; " "

-9.0

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I S -

0 "

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E, '07 '"

~&sa

920j

StK ftaO05iS

elCo. Sta~of 2-3 6

IC/~ ~~~£ 60 /Oc .f 3Z-9.Sa/ 3

- /M0,sJAOf 36V

d~f90.Sta, 0 P-0

SteoZ____ 4 -/9. Ste o 64f

TMADE B.ijp~ OAT. hf-4

rH ECKE --:I :0

bh~fem~veZ/- -90-

l7 -.AO.a 0 +90_______01396 T'

M~~so~ry A0 f o

0 -~o f3

oso.

Z7/990,

7rn6#r Ddi' ~~~~~~. ~~.e/ -90o c ~ - _ _ _ __ _ _ _ _ _ _ _ _ _

m!I

E,79,O -t 1

Z7 /Ar '

dl -. - K 0 -at "

N

4. 1

-- " -- t

t730A _____27_

tIC -. 9-

Contract N 10Champlain Canal Section 3.

From Lake Ohamplain at Whitehall, throug ;Wood Creek, to vicinity of Oomstock's P.O'.

CROSS SECTIONS OF DAM ACROSS'\.WOOD CREEK AT LOCK NO. 12,

SHOWING SECTIONS OF OLD STRUCT- ,

URES TO BE RfMOV .s, >Scale: 20 fee to thi inch ,,

6 &. ,e .

NOrt fr Oafrf' Of C Iimn 'is 4 t/-r~-

e o IVa 19 At /loeIretnororcemnenf to Aej xav' ' 5~- -~'~- ~ ne T t et

RI~Mo /r9pg Spirwa llesyr4t~r t/~ 4'4/I

9,o~9 /r/n~e~oins. F/are

'a - . a 1>

cv7 o'Z,71 o , 5* 0 60

£9, 7,1Z ),- 5R/ 1 W1. Y

<7>, i/So .ell

t-r z "f /,rs Sos

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MADE /TRACED

QPWKE BYI~t~ha/

If I

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DE 7411-OF AE- YWq/

7/-// Of AIRIR 1,)AZ7

0 U

447,

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hf74 1 O d f711Aoe- j W r

Champlint~ ana Section___ ____

- ~ ~ ~ ~ ~ Fo Lake4 Choir~xeamplratinq at/ Whithall throug

~7'

Scale ast~ei indicated.4

01 F~~ontac NO.OYE Cti lC 7

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C I

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12 Mr.' "o,. 02L I.,,! IIf|

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-otrc No N15es

Chmli aeal meSn0Ieerctions 3o.

~~~~~ - - -- q 7 7 k/5 /a0EAL OF MOVBL CRS OF

DM5, ATeLOCK 12

FO TE EAIS-E OLOIGSET

Scalesas indcated

~~s'1

&/4i s.e £10 -/*. 3' 4-9

97- -- 4. 3'

6a'4

0. 25 - 5- 5

. ~ ~~~~ -- -6---------- 6-// "

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Cotrc No. 15

-JR-

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~ :A7O%///9hk1165

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0 0?60 0 00 0

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A Elevai'on of Neele Dom..

/ l eies for n Nle d DmUnl~ e 1. /1614r 4 8 0 0 w ,

,Quantifies ford T'e eeJflre and I/

4ed:

ea/

- I9

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Uontra. No 15.0

4 r**

No tatN.. 5

Champlain Canal' Section 3.From Lake Champlain at Whitehall, through 'Wood Creek, to vicipity of Comstock's P.O..

DETAILS OF NEEDLE DAM ACROSS..' ~HPDRACETO SILK MILL - ,

"AT LOCK 12.

( as I N t. d1

FromLak Cma at Witeal t u

Wd roo

DEAL FNELED'LCOS

.71.

5cale, /'0"O

\ - shjont

\\ D

1--

4'turlned bc/A,. a/f.ahkI-

Vs -3',

I I~Rle for .4#ic+or Solt, / am

C.5. Male H-inge Castir~y and Connechon.

Thbi

Delail

Detail ford Diagoria/s. ' , / '

.5ca/ePO /-0'7v'44,

/

A.6If ev -

Half.5e lin 9- Ha f 'nd Yi-WMry A07-

-5 al' - 0.7

______ 4'

BrO33 Cotter Anin'dia.TOb n 7 Brwng Dr;'

Turned . C

Deiail of Pin.

Top of~ Lck W. $'.//9To o LoA WQi £. 11.0 De~aiI of ,q,7chorq e.

AZ

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ea

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--turned bo/lk.

H~./ r /7pin4:/' ' t t . ob',, line

Di (D-( 0 OL~~f N

2 ~2:

C 5. M/ale h'inqe Cczshnyq and Connecti

7'7,

4--

Pit, 2d.0

f* 4 ir1ed !bolts. T Sechon B.-B.

Detaoil of' Chain 'Cor

TkAOMW6Yf A

O4~~AZ i 7

~~bif

- 6/6

Haf 5ctolZO 2-P. Y/'. 7

"A

* Leather

ZC"3

VATS'* ~

Fixed Cre..j 7~j ///;,~/

Con~tract No. 13.5wChamplain Canal Section 3.

From Lake Champlain at Whitehall5, throughWood Creek, to vicinitylpf Comsitock's P.O.

DETAILS OF MOVABLE CREST OF .

* DAM 5,AT LOCKI12.FOR OTHER DETAILS SEE PREOWW 41491 )

Scales as itididated.

£3,si d~ Arte .d

Ig ~ ~ ~ ~ c/ C,7/,j ,oL

6-o -

L /Nt

ct~~~ /'r/i NC

4040

a -e

E*~ON

ifi

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5-C r/ ON C

6 -.

C A~~L _____________________1171_

0 17C

L ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ c OCP(21 _______________________

z oco,

jO 7-

Z.~- 10z- 5

/go'

23-

C 8, C -

m~. I.

Y$4/A2

______ 9ov.

Conrac No .'

ALTERATION NO. 12 SHEE1 S '58 & 157

Champlain Canal section 3L-TAILS OF APPROAC*H FOR HIGHWAY

S3RIDGE *WCLINTON AVE., WHITEHALL~~Zxamned and appr'rt aw[ f.anzr in'ip,ve t.

170

op CaI

~FF --

ILc d/L ?

'C co- -

00ICL

-, ~.3 /' 1/.5.5SECT/ZON tq-1q

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J4

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--- -- --

- /- &- . - - -417 t I

jpew6

.56( N~' A, NL 4 -. VV

49 0

OF A'E~YAIR-~ ,qERqR ELEII/~7ON

~rca for del2a/Cl of

/ / '*~~" LZ/12tk] 5ee J4 ~//y - ~ //

*~~~~~1 41 W1 5 k 1~ 9 PdV,6r'z/ 1e /"-i-/Vr~n

-,oi'/ la'/wa15

TIONN1-w 4 cuo voq-,qAV e1

C'60C"-

- 8.5J/go LOV

- - - - t//2o level

770N 8 ,05" -6tCT/ON ti.,q

Iled 0'd0

W.J .43 0. 4.54 ,

/0 Z//VV6, Icy~I/0II

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4 4v/Aio /a?/2/l//? ~2 ro ///(J 00

~okrs'a-f x -. j

LZ OF CR,1T//CS'6

12 baCZlOMe8-3.. ~cNA / 4

-'0&4 ,

£Lkl 7 £'DI tCLtb 1ONDtT4IL 0 5OP -L OC

~~ 5tC77oN ir 5Th 0'8/6ly ,,,, S/ONINO £0Cfr1T0 OP/R PIPE

/0C5 .,f'(

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Cotrc No 15

ALTERATION NO. 8. SHEET NO. 151 & 152. A

DETAILS OF SYPHON SPILL WAYAT LOCK 12

Lwamnedand pprved Scales as indic-ated

.- J4

S~~iperv~~~~auigti Enier-Dp~ySaeZfm~

IL

DI