AD-AI09 802 STETSON-DALE UTICA NY F/I 13/13NATIONAL DAM SAFETY PROGRAM. TOMHANNOCK SPILLWAY DAM (INVENTORY--ETC(U)AUG 81 J B STETSON DACW51-81-C-0009

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UPPER HUDSON RIVER BASIN

TOMHANNOCK SPILLWAY DAMINEW YORK

I INVENTORY No. NY 117

I JAN 2 0 1982

I E

I PHASE I INSPECTION REPORT

| NATIONAL DAM SAFETY PROGRAM

APPROVED FOR DUBLIC RE.---- DISTRIBUTION UNLIMITED

I NEW YORK DISTRICT CORPS OF ENGINEERS

I ~~AUGT 191

1 01 19 82119

REPOR DOCUENATiON PAGE: READ I.StTRUCTCONS

-I.kE3 R. U-1411- 2. GOVYTACC!!SSION "0:1I 3. PL*:CI;1=E.'r' 5rL~

4. TITLE (-nd S-.bfilII) S. TYPE OP REPORT 6 P _RtOO COVEREO

Phase I n~ctinRpr Phase I Inspectioa ReportIspc~ion Rport ational Dam Safety Progra.3

Tomhannock ,;pi.11way _______________________________E

Upper Hudson River Basin, Rensselaer County, NY O3.OG PPHU4IIInventory No. NY001177.AUTHOR(Ja8 O4fA)AT~MEb

JOHIN B. STETSON .DACW3J1---00

* 9. PERPOWOR G. SriI~ tAE£. OOS .$. PROGRA$* EtEEHT. PROJrICT. TASKAREA A& W.OR- UNI4T $1U*ila4sStetson;-bale -. V

185 Cene'see SLc'eetUtica, Newq York 13501 ___________1

IA.. Co.-tTtOLoI;CE.IAMi AND 4.01RESS 12. RFPoar!3ATS_

1 Department of the"Army .*[10 September 198126 F'ederal Plaza ?iew York Di 6rict, CoRE N- UMdRor-PArZS

1 New York, Nev York 10287 ______________

I 14. NOEPIlTOR1)4G A<;STCY NAN6Z atAOS(1f dt!~ef fraiClBIfjOfn. 5 SCN* CLASS. (.-fDepartment of the Army -

26 Federal Plaza . lNew Yorix District:, CofE { UCLASSiIEDNc Yok. 10287uL

Approved for Put:)iC ralas; I.Lstribution unlimited.

IS. SUPPLEME4TAAY -NQTES-

V~sul Inp,-,-tin- TmhanockSpill-wayiydra Logy, itructucal Stabillity .Rensselaer RieBan

1 his r-2or- pcovides in .ir ? lon an~d analys!i. O h~sic:O. COO~ C 7: 0 Ed~am as of the rep3ort date. 1rnEor-naticn anid c~~*2~sar2 c,:sa1 uinsp -ct.on- of the dom by z*- perfornntg o~i~

* The Phase I inspection of the Tonhannock Spillway Damn did not indicate con-ditions which would, constitute an irnediate hazard to human life or property.However the dam has some deficiencies which require remedial work.---, :.0

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*~SIII .V t ' ~CLAIM OFCArfoaw CIO (.;7Qc;

The hydrologij/hydraulic analysis indicates that the dam will be overtopped by1.1 feet by the Probable Maximum Flood (PMF). However, the spillway can passthe 1/2 PMF with 3.7 feet of freeboard. Therefore, the spillway is assessed'asinadequate according to the Corps of Engineers' screening criteria.

The visual inspection did not reveal conditions which would indicate evidenceof structural displacement or instability. The conclusion derived from evalua-ting the factors involved in the spillway design and forces which could act onthe spillway structure is that the stability will be retained under the PMFconditions providing the composite spillway facility remains in good conditionand structurally integrated.

Investigate the seepage at the toe of the earthfill embankment near the left.abutment. The area should be monitored and records should be maintained todetect changing conditions which might affect the safety of the facility.

SECUNITY CLASSI'CA..o rP1I. ~(jV,*n I)a8J Enteed')-Om OF. -

IPREFACE

This report is prepared under guidance contained in the Recommended 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 or

*property. 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 testflood provides a measure of relative spillway capacity and serves as anaid in determining the need for more detailed hydrologic and hydraulicstudies, considering the size of the dam, its general condition and the

I downstream damage potential.

Ac n~rn r'or

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TABLE OF CONTENTS

Page

Preface

Assessment of General Conditions i-iiOverview PhotographSection I - Project Information 1-4Section 2 - Engineering Data 5Section 3 - Visual Inspection 6-7Section 4 - Operation and Maintenance Procedures 8Section 5 - Hydrologic/Hydraulic 9-10Section 6 - Structural Stability 11-15Section 7 - Assessment/Remedial Measures 16-17

APPENDIX

Photographs AVisual Inspection Checklist BHydrologic/Hydraulic, Engineering Data and Computations CReferences DStability Analysis EPrevious Inspection Reports/Available Documents FDrawings: GFigure I - Location MapFigure 2 - Plan of Earthen EmbankmentFigure 3 - Section of Earthen EmbankmentFigure 4 - Plan & Elevation of Previous Spillway ConfigurationFigure 5 - Plan & Elevation of Reconstructed SpillwayFigure 6 - Elevation of Reconstructed Spillway Showing Sheet PilingFigure 7 - Cross Sections of SpillwayFigure 8 - Details & Cross Sections of SpillwayFigure 9 - Details of Reconstruction of Downstream Side of SpillwayFigure 10 - Plan & Sections of Low Level OutletFigure 11 - Cross Section of Spillway and Downstream Overflow SectionFigure 12 - Geologic Map

IIII

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

Name of Dam: Tomhannock Spillway Dam I.D. NO. NY 117State Located: New YorkCounty: RensselaerWatershed: Upper Hudson River BasinStream: Tomhannock CreekDate of Inspection: May 1, 1981

ASSESSMENT OF GENERAL CONDITIONS

The Phase I inspection of the Tomhannock Spillway Dam did not indicate con-ditions which would constitute an immediate hazard to human life or property.However the dam has some deficiencies which require remedial work.

The hydrologic/hydraulic analysis indicates that the dam will be overtopped by1.1 feet by the Probable Maximum Flood (PMF). However, the spillway can passthe 1/2 PMF with 3.7 feet of freeboard. Therefore, the spillway is assessed asinadequate according to the Corps of Engineers' screening criteria.

The visual inspection did not reveal conditions which would indicate evidenceof structural displacement or instability. The conclusion derived from evalua-ting the factors involved in the spillway design and forces which could act onthe spillway structure is that the stability will be retained under the PMFconditions providing the composite spillway facility remains in good conditionand structurally integrated.

Investigate the seepage at the toe of the earthfill embankment near the leftabutment. The area should be monitored and records should be maintained todetect changing conditions which might affect the safety of the facility.

The following deficiencies should be corrected by the Owner within one year:

1. Appropriate steps should be taken to eliminate woodchucks from theembankment.

2. The slopes of the embankment should be cleared of trees and brush anda sod cover should be established to allow easy access to the slopesfor inspection.

3. The earth embankments at the abutments of the spillway should becleared of trees and brush and material should be replaced to bringthe crest to a uniform elevation throughout their entire length.Steps should be taken to secure these areas from traffic by thepublic.

4. The displaced riprap on the upstream face of the earthfill embankmentshould be repaired.

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5. A formalized inspection system should be adopted and records main-tained so that changing conditions at the facility may be readilydetected.

6. A flood warning and emergency evacuation plan should be implemented

to alert the public should conditions occur which could result infailure of the dam.

Dale Engineering Company

B. Stetson, President

Approved By: tCol. W. M. Smith,Date: L/New York District Engineer

10 SEP 1J81

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IIIIIII

1. Overview of embankment section of Tombannock Spiliway Dam,

"14 III 74

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IIIIIj 2. Overview of Spiliway of Tomhannock Spiliway Dam.

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

TOMHANNOCK SPILLWAY DAM I.D. NO. NY 117HUDSON RIVER BASINRENSSELAER, NEW YORK

SECTION 1: PROJECT INFORMATION

1.1 GENERAL

a. Authority

Authority for this report is provided by the National Dam Inspection Act,Public Law 92-367 of 1972. It has been prepared in accordance with a con-tract for professional services between Dale Engineering Company and theU.S. Army Corps of Engineers.

b. Purpose of Inspection

The purpose of this inspection is to evaluate the existing condition ofthe Tomhannock Spillway Dam and appurtenant structures, owned by City ofTroy, New York, and to determine if the dam constitutes a hazard to humanlife or property and to transmit findings to the U.S. Army Corps ofEngineers.

This Phase I inspection report does not relieve an Owner or Operator of adam of the legal duties, obligations or liabilities associated with theownership or operation of the dam. In addition, due to the limited scopeof services for these Phase I investigations, the investigators had torely upon the data furnished to them. Therefore, this investigation islimited to visual inspection, review of data prepared by others, andsimplified hydrologic, hydraulic and structural stability evaluationswhere appropriate. The investigators do not assume responsibility fordefects or deficiencies in the dam or in the data provided.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances

The Tomhannock Spillway Dam is an earthen embankment approximately 450feet long with a maximum height of approximately 68 feet. The TomhannockReservoir serves as the principal water supply source for the City ofTroy, New York. The embankment has a top width of approximately 24 feetand is traversed by a rural highway. The side slopes on the embankmentare 2 horizontal: 1 vertical on both slopes. The embankment contains aconcrete core wall and is constructed with an impervious fill on theupstream face of the core wall. The remaining slopes of the dam areunclassified earth embankments. The upstream face of the dam is protec-ted by riprap which extends approximately 10 feet below the normal watersurface elevation. A drain line consisting of a 5-foot diameter steelpipe encased in concrete is situated near the center of the embankment. Agatehouse at the top of the embankment controls three 1' 6' x 4' 6" sluicegates at the entrance to the drain line. A second gatehouse located at

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the toe of the downstream slope controls the outlet of the drain linethrough four 30 inch diameter gate valves which are manifolded into thedrain line. The spillway from the reservoir is located approximately1,000 feet south of the main embankment. The spillway consists of a 300foot long, broad crested weir with an ogee shaped spillway face. Thisspillway is approximately 7 feet high and discharges to a concrete apronbelow which is located a second ogee shaped spillway with a height ofapproximately 11 feet into the receiving stream channel. Earth embank-ments approximately 200 feet long extend from the spillway abutments intooriginal ground. The water intake for the City of Troy water system islocated remote from the dam and spillway site and has no affect on damsafety.

b. Location

The reservoir is located in the Town of Pittstown and the Town ofSchaghticoke, Rensselaer County, New York.

c Size Classification

The maximum height of the dam is 68 feet. The volume of the impoundmentis approximately 56,600 acre feet. Therefore, the dam is in the largesize classification as defined by the Recommended Guidelines for SafetyInspection of Dams.

d. Hazard Classification

Three residential properties are located near the bank of Tomhannock Creekapproximately 4 miles downstream from the reservoir. Therefore, the damis in the high hazard classification as defined by the Recommended Guide-lines for Safety Inspection of Dams.

e. Ownership

The dam is owned by the City of Troy, New York.

Contact: Richard CaseyCommissioner of Public UtilitiesCity of Troy65 Leversee RoadTroy, New York 12182Telephone: (518) 270-4500

f. Purpose of the Dam

The dam is used as a water supply reservoir for the public water system ofthe City of Troy.

Sg. Design and Construction HistoryPlans for the Tomhannock Reservoir are dated 1902. Construction was re-portedly completed on the facility in 1905. Newspaper clippings includedin Appendix F indicate that failure of the principal spillway occured inthe spring of 1917. Emergency repairs were made immediately after this

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event. The spillway was reconstructed in approximately 1926 to theI present configuration.

h. Normal Operational Procedure

Water level in the reservoir is monitored by the City of Troy, Departmentof Public Utilities. During normal operation, water in excess of thesupply needs crests the spillway and discharges through Tomhannock Creek.Each spring, the excess flows are also allowed to discharge through thedrain line. This allows for periodic exercise of the gate valves whichregulate flow through the drain. The dam is periodically inspected byrepresentatives of the City of Troy, Department of Public Utilities.

1.3 PERTINENT DATA

a. Drainage Area

The drainage area of Tomhannock Spillway Dam is 67 square miles.

b. Discharge at Dam Site

No discharge records are available for this site.

Computed di scharges:

Ungated spillway, top of dan 43,560 cfsGated drawdown* 540 cfs

c. Elevation (feet above MSL)

Top of dam 401Spillway crest 390Stream bed at centerline of dam 333+

d. Reservoir

Length of normal pool 27,000 ft

e. Storage**

Top of dam 56,600 acre feetj Spillway crest 35,900 acre feet

f. Reservoir Area

Top of dam 2,000 acresSpillway Pool 1,740 acres

* Discharge through 5 foot diameter steel blowoff pipe, with reservoirat spillway crest.

I ** Obtained from City of Troy - Bureau of Engineering Storage Curve,considering volume above Elevation 355 only.

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Ig . Dam

Type - earth fill

Length - 450 feetHeight - 68 feetFreeboard between normal reservoir and top of dam - 11 feetTop width - 24 feetSide slopes- Upstream: 2 horizontal: 1 vertical

Downstream: 2 horizontal: 1 verticalZoning - Impervious fill upstream of core wallImpervious core - concrete core wallGrout Curtain - none

h. Spillway

I Type - concrete, inclined crest with rounded D/S cornerLength - 300 feetCrest elevation - 390Gates - noneU/S Channel - impoundmentD/S Channel - natural stream

i. Regulating Outlets

5 foot diameter pipe encased in concrete

Upstream: Gates, 3 - 1' 6" x 4' 6"Downstream: Gate Valves, 4 - 30" diameter

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SECTION 2 - ENGINEERING DATA

2.1 GEOTECHNICAL DATA

a. Geology

Tomhannock Reservoir is located in the Hudson Valley section of the Valleyand Ridge Province. This is a part of the Appalachian Highlands, themajor physiographic division. No outcrops of bedrock were seen in thevicinity of the dam or spillway. As shown on the generalized geologic map(central east part of map) south of the dam bedrock is the Middle Ordovi-cian Canajoharie Shale. North of the dam are undifferentiated MiddleOrdovocian through Lower Cambrian rocks consisting of shales, quartzite,limestone, conglomerate, and graywacke. Contact between these two isrepresented by a strike-slip fault which apparently passes through thedam.

The Canajoharie Shale is a soft black carbonaceous, slightly calcareousshaly claystone. Exposed, this rock weathers easily, disarticulates, andon moderte to steep slopes slumps readily.

b. Subsurface Investigations

No detailed subsurface information was available concerning the foundationof the original structure. According to the 1902 plans, the dam core wallwas to be placed on hardpan and hard blue clay. The plans of 1916 show noindication as to the subsurface beneath the dam. The 1916 report statesthat the foundation bed under the spillway is rock and clay. A letter of1918 states that the bed of the dam is of blue clay with a well cementedgravel below. This description suggests glacial drift. The plans inclu-ded in Appendix G show some soil characteristics at test holes at theembankment and spillway.

2.2 DESIGN RECORDS

No reports were available from the original design of the dam. The avail-able plans are included in Appendix G.

2.3 CONSTRUCTION RECORDS

No information was available concerning the original construction.

2.4 OPERATIONAL RECORDS

There are no operational records available for this dam other than theIreservoir water level readings on file with the City of Troy, Departmentof Public Utilities.

2.5 EVALUATION OF DATA

The data presented in this report was obtained from the City of Troy,Department of Public Utilities and from the files of the New York StateDepartment of Environmental Conservation Dam Safety Section. Theavailable information appears to be reliable and adequate for a Phase 1inspection report.

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I ISECTION 3 - VISUAL INSPECTION

3.1 FINDINGS

a. General

The Tomhannock Spillway Dam was inspected on May 1, 1981. The DaleEngineering Company Inspection Team was accompanied by Neil Bonesteel ofthe City of Troy, Department of Public Utilities. During the inspection,the weather was fair. Water level in the impoundment was 390.1.

b. Dam

The crest of the dam was of uniform section and no evidence of subsidenceor misalignment was detected. The upstream slope of the earthen embank-ment was overgrown with trees and brush near the top of the slope. Somedisplacement of the riprap slope protection was detected. This displace-ment was probably due to vandalism. The downstream slope of the dam wasovergrown with small trees and brush. The brush cover has completelyshaded out the protective sod covering on the slope exposing the bareearth. Some evidence of recent cutting of brush was evident near thecenter of the dam. A few woodchuck burrows were detected on the down-stream slope. An area of seepage approximately 40 feet along the lengthof the embankment and 15 feet high was detected at the toe of the slopenear the left abutment. The area was soft and wet but no evidence ofpiping, sloughing or other displacement was detected. Wetland grasseswere prevalent in the area indicating that the condition has existed forsome period of time. The downstream slope of the embankment was uniformand no signs of subsidence or sloughing was detected.

c. Appurtenant Structures

Both the gatehouse at the crest of the dam and the gatehouse at the down-stream toe were found to be in generally good condition. The gates inboth facilities are exercised annually. Markings on the valve operatingstems indicated the year in which the gates were opened during springrunoff. The inspection team also visited the water supply intake which islocated remote from the dam. This facility was found to be in good condi-tion with all mechanical equipment in operating condition. The facility,however, has no bearing upon dam safety.

d. Spillway Structure

Water was cresting the spillway to a depth of approximately 1/2 inch dur-ing the inspection. Although no close examination was possible because ofthe spillway discharge, the concrete on the spillway section when viewedthrough the flowing water showed only minor deterioration of the surfaceat horizontal joints. Some minor spalling has also occurred on the abut-ment walls of the spillway. The earth embankment sections at the abut-ments of the spillway section show some evidence of erosion due to pedes-trian traffic. The left embankment is heavily overgrown with brush andtrees so that a close inspection of this area is difficult. The crest ofthis embankment section does not appear to be of uniform height so thatthe freeboard of the facility might be slightly reduced in those areaswhere erosion has occurred. Erosion has also occurred at the crest of the

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S Iearth embankment immediately adjacent to the right spillway abutment.This area again would cause localized flow and erosion should the waterlevel approach the crest of the dam. Just upstream from the spillway, aline of steel sheetpiling was evident at the surface of the ground. Thissheetpiling was installed during the 1926 reconstruction of the spillway.

e. Reservoir Area

The reservoir area covers approximately 1,740 acres. The ground slopesgently at the shore of the impoundment. No known areas of slopeinstability are reputed to exist around the reservoir.

3.2 EVALUATION

The visual inspection revealed several deficiencies on this structure.The following items were noted:

1. The seepage at the toe of the earthfill embankment near the leftabutment should be monitored and records should be maintained todetect changing conditions which might affect the safety of thefacility.

2. Woodchuck holes were detected on the downstream face of the

embankment. Appropriate steps should be taken to eliminatewoodchucks from the embankment.

3. The slopes of the embankment should be cleared of trees and brush andsod cover should be established to allow easy access to the slopesfor inspection.

4. The earth embankments at the abutments of the spillway should becleared of trees and brush and material should be replaced to bringthe crest to a uniform elevation throughout their entire length.Steps should be taken to secure these areas from traffic by the

public.5. The displaced riprap on the upstream face of the earthfill embankment

should be repaired.III

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gSECTION 4: OPERATION AND MAINTENANCE PROCEDURES

4.1 PROCEDURES

This reservoir provides the main supply of water for the City of TroyPublic Water System. Water levels at the impoundment are monitored by theDepartment of Public Utilities. The dam is inspected periodically bypersonnel from the department. Excess flows are allowed to dischargethrough the spillway. During spring runoffs, the reservoir drain isopened to allow flow from this facility.

4.2 MAINTENANCE OF THE DAM

Maintenance and operation of the dam is controlled by the City of Troy,Department of Public Utilities. Periodic visits are made to the site tocheck on conditions of the facilities. Conditions at the site indicatethat the facility is generally well maintained. No formalized inspectionsystem is in effect at the facility.

4.3 MAINTENANCE OF OPERATING FACILITIES

The valves controlling flow through the reservoir are in operatingcondition and well maintained,

4.4 DESCRIPTION OF WARNING SYSTEM

No warning system is in effect at present.

4.5 EVALUATION

The dam and appurtenances are normally inspected by personnel from theCity of Troy, Department of Public Utilities although the inspectionprocedure is not formalized. The following procedures should be adoptedby the Owner:

1. A formalized inspection system should be adopted and records main-tained so that changing conditions at the facility may be readilydetected.

2. A flood warning and emergency evacuation plan should be implementedto alert the public should conditions occur which could result in

Ifailure of the dam.

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Ii SECTION 5: HYDROLOGIC/HYDRAULIC

5.1 DRAINAGE AREA CHARACTERISTICS

I The vast majority of the Tomhannock Reservoir is located in Pittstown, NewYork, with a small portion of the reservoir and the reservoir spillwaylocated in Schaghticoke. The dam has a drainage area of 67 square miles,which is characterized by wooded and agricultural areas interspersed by afew hamlets. The basin slopes vary from moderate to steeply slopedhillsides. A few small ponds and lakes are located in the drainage basin,but have little effect on the inflow to Tomhannock Reservoir due to theirsmall storage capacities. The reservoir has a surface area of 2.7 squaremiles and discharges into Tomhannock Creek which flows in a northwesterlydirection to its confluence with the Hoosic River.

5.2 ANALYSIS CRITERIA

The purpose of this investigation is to evaluate the dam and spillway withrespect to their flood control potential and adequacy. This has beenassessed through the evaluation of the Probable Maximum Flood (PMF) forthe watershed and the subsequent routing of the flood through the reser-voir and the dam's spillway system. The PMF event is that hypotheticalflow induced by the most critical combination of precipitation, minimuminfiltration loss and concentration of run-off of a specific location thatis considered reasonably possible for a particular drainage area.The hydrologic analysis was performed using the unit hydrograph method to

develop the flood hydrograph. Due to the limited scope of this Phase Iinvestigation, certain assumptions based on experience and existing data,were used in this analysis and in the determination of the dam's spillwaycapacity to pass the PMF. In the event that the dam could not pass 1/2the Probable Maximum Flood without overtopping, additional analyses are tobe performed on potential dam failures if the dam is designated as a HighHazard Classification. This process was done with the concept that if thedam was unable to satisfy this criteria, further refined hydrologicinvestigations would be required.

The U.S. Army Corps of Engineers' Hydrologic Engineering Center's ComputerProgram HEC-l DB using the Modified Puls Method of flood routing was usedto evaluate the dam, spillway capacity, and downstream hazard.

Unit hydrographs were defined by Snyder coefficients, Ct and CO. Snyder'sCt was estimated to be 2.0 for the drainage area and C was es imated to be0.625. The drainage area was divided into sub-areas tg model the varia-bility in hydrologic characteristics within the drainage basin. Run-off,routing and flood hydrograph combining was then performed to obtain theflow into the reservoir. In this analysis, the reservoir pool was assumedto be at the spillway crest elevation at the start of the storm and out-flow through the low level outlet was assumed to be zero.

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!The Probable Maximum Precipitation (PMP) was 19.4 inches according toHydrometeorological Report (HMR #33) for a 24-hour duration storm,200 square mile basin, while loss rates were set at 1.0 inches initialabstraction and 0.1 inches/hour continuous loss rate. The loss rate func-tion yielded 83 percent run-off from the PMF. The peak for the PMF inflowhydrograph was 79,084 cfs and the 1/2 PMF inflow peak was 39,282 cfs. Thestorage capacity of the reservoir above the spillway reduced these peakflows to 51,461 cfs for the PMF and 23,126 cfs for the 1/2 PMF flow.

5.3 SPILLWAY CAPACITY

The spillway is an uncontrolled weir 300 feet in length with an inclinedcrest and rounded downstream corner. The discharge capacity at the top ofdam elevation is 43,560 cfs.

SPILLWAY CAPACITY

Flood Peak Discharge Capacity as % of Flood Discharge

PMF 51,461 cfs 85%1/2 PMF 23,126 cfs 188%

5.4 RESERVOIR CAPACITY

The reservoir storage capacity was obtained from a curve prepared by theCity of Troy, Bureau of Engineering, in 1951 for the storage capacity ofthe reservoir above elevation 355 and from USGS mapping. The resultingestimates of the reservoir storage capacity above elevation 355 are shownbelow:

Top of Dam 56,610 Acre Feet

Spillway Crest 35,900 Acre Feet

5.5 FLOODS OF RECORD

There are no available records on water levels or flood discharges forthis site.

5.6 OVERTOPPING POTENTIAL

The HEC-l DB analysis indicates that the dam will be overtopped by flowsin excess of 85% of the PMF. The abutments will be overtopped by 1.1 feetby the PMF, but the 1/2 PMF can be passed by the spillway with 3.7 feet offreeboard.

5.7 EVALUATION

The hydrologic/hydraulic analysis indicates that the dam will be over-topped by 1.1 feet by the Probable Maximum Flood (PMF). However, thespillway can pass the 1/2 PMF with 3.7 feet of freeboard. Therefore, thespillway is assessed as inadequate according to the Corps of Engineers'screening criteria.

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ISECTION 6: STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations

The man-made structures responsible for containing the Tomhannock Reser-voir at its present level include an earthen dam and a separate concretespillway. A plan distance of approximately 1,000 feet which existsbetween these two structures consists of the areas natural topography,whose surface is generally slightly higher than the elevation of theearthen dam.

The 450 feet long earthen embankment and concrete core wall dam, having amaximum height on the order of 68 feet, shows no evidence of misalignment,or significant settlement or sloughing, or other conditions which wouldindicate serious structural movement or structural distress. However,damp-soft ground with a limited quantity of surface water exists close tothe downstream toe of the dam near to the left abutment which indicatethat some through-the-dam or underdam seepage occurs. Swamp type vege-tation (cat-tails) has taken hold in the damp area, an implication thatthe seepage condition has been ongoing for some period.

The downstream face of the dam is covered with a dense growth of brushwhich includes some small trees; as a result, the sod/grass cover issparse. A few small animal burrows ware noted in the downstream face.

The visible zone of the upstream face of the dam is protected with a stoneriprap. This protective blanket is in generally good condition but stoneis missing from a few locations. A moderate growth of low and mediumheight vegetation exists on the upper section of this upstream slope.

Water flowing across the concrete surfaced spillway drops in two stages tothe downstream channel. The 9-foot upper level drop occurs across an ogeeshaped surface onto a 50-foot long apron leading to the lower level ogeeshaped section, where an approximately 12-foot drop then occurs. Energydissipating pool zones are constructed into the aprons at the base of theupper and the lower spillways. The spillway structure shows no evidenceof structural distress. The exposed concrete gives the appearance of be-ing in relatively good condition, and no structural cracking or indicationof movement/displacement was noted. The concrete surface is spalling atvarious locations, however, the most notable being the face of the lowerspillway where several inches of surface material appear to have eroded/spalled.

Earthfill sections of limited length back up the concrete abutment wallsat both ends of the spillway, extending to meet the natural topographyadjacent to the spillway area. No evidence of seepage through the abut-ments or through the earthfill sections was found. Some heavy tree growthexists on the fill section backing up the left abutment.

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-- J

I ,b. Design and Construction Data

Plans available which relate to the earthen dan indicate that a concretecore wall penetrating to "hard pan" is buttressed on the upstream sidewith an inner or core zone of impervious earth. The elevations to locatethe site's hardpan stratum were determined from a series of test pitexcavations. Unclassified earth is indicated for the upstream shell zoneof the dam and the downstream half of the dam, as necessary to achieve acompleted cross-section having final upstream and downstream slopes of 2horizontal to 1 vertical. A riprap and paved surface is indicated forprotecting the upstream slope, while a sod surface is indicated for thedownstream slope. No stability calculations or other analysis applicableto the earthen dam have been made available.

Plans available for the spillway indicate that the concrete section forthe upper level of the spillway structure is connected by a reinforcedconcrete apron to an embedded sheet pile and concrete cutoff wall situatedsome 12 feet upstream. This upper level concrete spillway section is pro-vided with vertical and horizontal foundation keys to increase the resis-tance to sliding and overturning/uplift. The cross-sectional width forthe sheetpile wall and upper level concrete spillway is greater than 50

I feet.

The upstream sheetpile and concrete cutoff wall represents a modificationto the originally constructed spillway structure. Plans indicate thatinitially a single line of sheetpiling was installed as a cutoff. A slabbetween the sheeting and the ogee spilling section did not exist. The topof the sheeting was about 4 feet lower than the crest of the concrete ogeesection, and the zone between the sheeting and concrete section was filledwith earth, so that only a 4-foot depth of reservior water could exist be-hind the concrete ogee section.

The second (newer) line of sheeting is situated 4 feet upstream of theoriginal sheeting. A series of borings were drilled adjacent to theoriginal line of sheet- piling, as preparation for the design/installationof that second line which was to extend to rock. The earth betweensheeting lines to approximately a 20-foot depth was excavated for theinstallation of the reinforced concrete wall which was then structurallytied into a reinforced concrete slab/apron that extended to the crest ofthe concrete spillway section.

I A concrete apron extends from the upper ogee spillway dissipating pool tothe lower level spillway section. Plans indicate a series of underdrainsare provided beneath this apron.

I The lover spillway is a concrete section integrated with an older embeddedsheetpiling and masonry dam/wall. Earthfill exists on the upstream and

1downstream sides of the now buried older wall to almost the same eleva-tion. Earthfill against the downstream side of the wall "slopes" serve asthe foundation for the concrete ogee spillway surface. The downstream

I

1 12

I%

Isection of this part of the spillway is provided with a foundation key toprovide resistance to lateral movement.

Drawings indicating the features discussed above are presented in AppendixG.

c. Operating Records

Little information relating to the operation of the facility is available.Three gates exist to control flow through the blowoff pipe extendingthrough the earthen dam, and these gates reportedly are operated on analternating basis once each year.

d. Post Construction Changes

No documentation exists of changes to the spillway structure following themodification brought about by the installation/construction of the up-stream sheetpile-concrete cutoff wall discussed in (b) above. The July1956 report for improvements to the spillway channel, prepared by Camp,Dresser and McKee, Consulting Engineers, Boston, Massachusetts, recom-n ' ded that the then noted deteriorated spillway surface be repaired with9unite, but no information has been made available to indicate such workwas accomplished.

e. Seismic Stability

A strike-slip fault is present in the valley which was dammed to createthe reservoir. The north block had moved eastward, as shown on the gener-alized geologic map, Figure 12, Appendix G. A major thrust fault islocated in the area of the dam and spillway. No earthquake activity hasbeen recorded in the immediate vicinity of the dam.

Although the area is located within Zone 2 of the Seismic Probability Map,there is a potential for activity equivalent to a Zone 3 designation. Theearthen dam and concrete spillway structures apparently bear on soiloverlying rock, but the weak nature of the shale material underlying thereservoir site might influence the structural stability.

Earthquakes recorded in the area are tabulated below:

Intensity LocationDate Modified Mercalli Relative to Dam

1877 II 17 miles WSW1881 III 17 miles WSW1907 IV 22 miles WSW1916 IV-V 21 miles W1955 V 12 miles NW1972 Ill 17 miles WSW1972 Ill 15 miles NW

13

'-* -S . *iti . -- fe

.. _ J. .. ... . . .l l i

f. Evaluation of Structural Stability

Earthen Dam: The earthen dam appears to be in good condition structur-ally, except for the noted seepage. The seepage condition, apparentlyongoing for a number of years, has not had any adverse structural effectsuch as erosion or piping, and a need for correction of a structuralnature is not indicated at this time. However, because minor through orunderdam seepage can lead to serious problems, it is recommended that theembankment and toe areas experiencing dampness and seepage be monitored ona continuous basis. Records should be kept of these monitoring observa-tions to obtain information which could help identify possible causes/sources of the condition and, importantly,. serve as the sentinel to detectthe possibility of a worsening condition and the need for remedial meas-ures. To observe conditions properly, tall brush and trees should beremoved from the slope and toe areas. Grass and low vegetation which isretained should be mowed. As a helpful measure, the areas which areexperiencing dampness and seepage should be provided with a blanket ofsmall crushed rock/gravel to retard soil erosion and provide a surfacewhich can offer a good visual indication of the quantity and velocity ofseepage flow and allow for the installation of a measuring weir.

Vegetative growth on the dam's upstream slope should be cut, and missing

riprap replaced.

Spillway Structure: Design drawings available for review show the planalignment and cross-sections for the spillway structure but do not includespecific engineering information on the properties of the spillway andfoundation materials, nor stability analysis. Plans and cross-sectionsstudied for the evaluation discussed below are included in Appendix G.

Important components of the overall spillway structure are the sheetpilingconcrete cutoff wall upstream of the upper level overflow section and thereinforced concrete apron connecting the cutoff wall and the spillwaystructure. The cutoff and apron function to prevent water seepage and re-sulting pressures from acting against both the upper and lower spillwaysections. If the cutoff and apron are effective, the stability of theoverflow sections of the spillway then become most influenced by the forceof lateral earth pressures acting against upstream and downstream verticalfaces (at-rest earth pressures probably act against upstream surfaces,while passive pressures can develop against downstream faces), and thefriction developed along the base of the spillway section and the resis-tance provided by the foundation keys. Because of the relatively greatconcrete mass comprising the overflow sections and the relatively limitedlateral earth pressure, the stability of the overflow section is greatagainst the effects of overturning and sliding. Due to the sloping natureof the concrete apron extending between the upper overflow section andcutoff wall, the effect of ice on the structure is expected to be minimal.Similarly, the structural stability of the cutoff wall would be high; thecutoff is embedded in earth or concrete for its full depth and is subjectto an active or at-rest earth pressure and tydrostatic pressure on itsreservoir side, which is resisted by passive earth pressure and thelateral restraint provided by the concrete apron. Unless very weak soilIImaterials exist against the downstream side of the cutoff wall, passive

3 14.

!

" ,w -

resistance equals or exceeds pressures caused by the active/at-rest plushydrostatic pressure conditions.

Driven interlocking steel sheetpiling cannot be assumed to retain waterfor an extended period without expecting some seepage through joints whichcould have been opened or damaged during the driving operation. For thecondition of wall sheeting seepage, uplift water pressures could eventual-ly develop against the spillway section behind the cutoff wall. Calcu-lations of an estimated nature have been performed to obtain an indicationof spillway stability if subject to uplift pressures. Utilizing theassumption that lateral earth and water pressures acting to cause insta-bility (sliding or overturning) are counteracted by resisting lateralpressures and friction acting on the spillway and adjacent upstream anddownstream aprons, the hydrostatic uplift resulting from a reservoir atthe full PMF elevation is close to the condition which could createincipient instability, if the overflow structure did not develop resis-tance to uplift from its integration with the upstream cutoff wall andapron and the downstream apron. Instability from such a severe conditionis considered unlikely because of the time factor involved for upliftpressures to increase beyond normal due to the retardation nature of soilpermeability and because of the design indication of the presence of apronunderdrains.

The conclusion derived from evaluating the factors involved in the spill-way design and forces which could act on the spillway structure is thatstability will be retained under PMF and less severe conditions, providingthe composite spillway facility remains in good condition and structurallyintegrated. To ensure that the need for maintenance and repair as neces-sary to retain structural integrity is recognized, periodic inspectionshould be performed to examine the surface of the full spillway structureincluding the apron on the upstream side of the upper spillway section. Aconvenient time to perform the necessary examination could be in theperiod when the dam blowoff gates are operated and the reservoir level islowered to the top of the sheetpiling cutoff wall.

15

I

i~

ISECTION 7: ASSESSMENT/REMEDIAL MEASURES

7.1 DAM ASSESSMENT

a. Safety

The Phase I inspection of the Tomnhannock Spillway Dam did not indicateconditions which would constitute an immediate hazard to human life orproperty. However, the dam has some deficiencies which require remedialwork.

The hydrologic/hydraulic analysis indicates that the dam will be over-topped by 1.1 feet by the Probable Maximum Flood (PMF). However, thespillway can pass the 1/2 PMF with 3.7 feet of freeboard. Therefore, thespillway is assessed as inadequate according to the Corps of Engineers'screening criteria.

The visual inspection did not reveal conditions which would indicateevidence of structural displacement or instability. The conclusionderived from evaluating the factors involved in the spillway design andforces which could act on the spillway structure is that stability will beretained under PMF and less severe conditions, providing the compositespillway facility remains in good condition and structurally integrated.

The following specific safety assessments are based on the Phase I VisualExamination and Analysis of Hydrology and Hydraulics and StructuralStability:

1. Seepage is occuring at the toe of the earthfill embankment near theleft abutment. Minor seepage and sloughing also occurs beyond thetoe of the enankment.

2. Woodchuck holes were detected on the downstream face of the

embankment.

J 3. The slopes of the embankment are overgrown with trees and brush.

4. The earth embankments at the abutments of the spillway are overgrownwith trees and brush and the crest of the embankments are eroded dueto pedestrian traffic.

5. The riprap at the upstream face of the earthfill enankment has beendisplaced by vandals.

6. No formalized inspection system has been adopted.

7. No warning system is presently in effect to alert the public shouldconditions occur which could result in failure of the dam.

b. Adequacy of Information

The information available is adequate for a Phase I investigation.

16

Ir '

rUg| c. Urgency

Items 1-6 of the safety assessments should be addressed by the Owner andappropriate actions taken within one year of this notification.

I d. Need for Additional Investigations

Investigate the seepage at the toe of the earthfill embankment near theleft abutment. This area should be monitored and records should be main-tained to detect changing conditions which might affect the safety of theg facility.

7.2 RECOMMENDED MEASURES

I The following deficiencies should be corrected to insure safety of thisfacility:

1. Appropriate steps should be taken to eliminate woodchucks from theembankment.

2. The slopes of the embankment should be cleared of trees and brush anda sod cover should be established to allow easy access to the slopesfor inspection.

3. The earth embankments at the abutments of the spillway should becleared of trees and brush and material should be replaced to bringthe crest to a uniform elevation throughout their entire length.Steps should be taken to secure these areas from traffic by thepublic.

4. The displaced riprap on the upstream face of the earthfill embankmentshould be repaired.

5. A formalized inspection system should be adopted to develop data onconditions and maintenance operations at the facility.

6. A flood warning and emergency evacuation plan should be implementedto alert the public should conditions occur which could result infailure of the dam.

I

1 17

I

I

III

I-- PHQTOGRAPNS

III

I,

7

L

IIIU ____

II

II

I 3. Upstream slope ofembankment section.I%

4. Downstream slope ofI embankment section

I 4. D~~sop.temsoeo

at right abutment.1I

II

i 5. Gatehouse at outlet

I of drain line atcenter of downstream

* slope.

II

6. Seepage area at toeof slope near left

abutment.

IA

' I 7. Closeup of seepagearea.

B. Spillway from rightabutment downstream.

..1b

Ip

III

, II i

I

I

II

1 10. Receiving stream at spiliway.

!!

I0

... 4.)

ote

'41

U 0)

0

'A-4

1 011 0ll

.. .... ... . . . . ..I . .. . ,. . .. ITII1i. ..

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*1

*1

.'13-15-3(9/80)

VISUAL SPECTION CHECLIST

1) Basic Data

a. General

Name of Dam T'OMMOMOC.. SP1(LWJ&V AIM

Fed. I.D. # NV 17 DEC Dam No.

River Basin PiPSO".

Location: Town 5,jjq4WrjCokp_ County DePss suqpm

Stream Name ,.flAlM40M . . ..

Tributary of t3OO C. .. %F1L. .

Latitude (N) 4Z-SZ I Longitude (W) 73-.z..

T ype of Dam - Mr7y -F Id-

Hazard Category !__ /_... ..

Date(s) of Inspection .IQV I, I

Weather Conditions A___4__,4.IReservoir Level at Time of Inspection 39.o-,

b. Inspection Personnel 4SLEmwc;. dA, o._. D.FLAVAN.Y 4.

- t4L ~aQa~E~,Me N.E~IL &A~1& ry 0 s: 71 Cwpr0 /Al uc Lr .

c . P e r s o n s C o n t a c t e d ( I n c l u d i n g A d d r e s s & P h o n e N o .) O F .__ _ _ _ _ _ _ _ _ _ _ _

Cot4.,qAIS&MU~e~ ~~5u. uTILIT1U 611w*~ .~-7-(-Eu 'r sce Z ,.

d. History:

Date Constructed do---In0a Date(s) Reconstructed 192(.

Designer C r OF ,i', Co,,,s-os,,w or Pv8'l, e ,

Constructed By U -R tjM.U41 4 ..

Owner ,oq r "('

.1 93-15-3(9/80)

2) Embankment

a. Characteristics

(1) Embankment Material FA iT14 FILL_ -Ws4 ?9RY.A 7/S

(2) Cutoff Type agmetEiP CoU guJlyu

(3) Impervious Core IP &.L O.N wq *M-R.a.L 47 utvvrt*AM

'Fca of= CaVA- WU A4-L-(4) Internal Drainage System 0 ALF-

I(5) Miscellaneous NOLe

b. Crest

(1) Vertical Alignment I' I2fi GU&7I S .jorBD .

I(2) Horizontal Alignment NO 5U 8.%VM.AC O8esmln

I(3) Surface Cracks NOEr O5SCrZ4.6P - CeRms7" IS.

I (4) Miscellaneous tic.UP

I c. Upstream Slope

(1) Slope (Estimate) (V:H) | Z..-

I (2) Undesirable. Growth or Debris, Animal Burrows 0TME. QArsw7/

AT TVP o 7 -LP.oEW(3) Sloughing, Subsidence or Depressions NOAP O 0W-AE14

(1) Erosion at Contact MA1I'-- o!sEev>eD

(2) Seepage Along Contact 1oA0Me 015Se x- 0

) Drainage System

a. Description of System iOL.tz..

b. Condition of System N O&.-

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

) Instrumentation (Momumentation/Surveys, Observation Wells, Weirs,Piezometers, Etc.) 14 -

I

-15-3(9/80)

i5) Reservoir

a. Slopes Ao.'sP .. g , , 5# d7"

I __ __ __ __ _ __ __ __ _ __ __ __ _ __ __ __ _ __ __ __ _

b. Sedimentation 1#. / F1_ 8.

c. Unusual Conditions Which Affect Dam Aa AM.II 6) Area Downstream of Dam

a. Downstream Hazard (No. of Homes, Highways, etc.) 31404' A

b. Seepage, Unusual Growth WoAJEIc. Evidence of Movement Beyond Toe of Dam .

d. Condition of Downstream Channel ___________ F______4__._,

r7-y /"k ,TO .I1?5 ... .7) Spillway(s) (Including DisehalZe Conveyance Channel

a. Gener'al -r.T Lo~e 42Opa SWAPOO~i4.JA

I b. Condition of Service Spillway 4 D/d4

I Ce F 01&aoi A- H.f, i

I

3-15-3(9/80)

9MA0WM -r 47T 45gdkor O' WtL 4 p r

C'uE- To !Lftvie.4#. ~%e- ~o

LUj IT04 7T~wg ebs AT LAFFT- 3P'Lwi!j) A&MMJU7.

d. Condition of Discharge Conveyance Channel 40P C.4Pr&fA

A40 E~fcFA&7r Fa Amt ?6pV.

I

8) Reservoir Drain/Outlet

Type: Pipe b bPi'onduit Other

Material: Concrete Metal Other 51/t A JC 1 D

Size: , ta " V,.rtL- Length .310 XIT

I ~Invert Elevations: Entrance _ -_, Exit 3

Physical Condition (Describe): Unobservable _ _

Material: _

Joints: Alignment

Structural Integrity: __ _ ., _ ._,

Hydraulic Capability: To W- Ca^VrUe Z 0CA ae*.5f r: c CA..z. zCK,%%- .3,.L. U Y JIS

Means of Control: Gate Valve Uncontrolled

operation: Operable Inoperable Other ---- _

i Present Condition (Des ibe): IL4V U OPEI a .

alt4 qv * "0b494-WI l,.~IAL.iSr -Iz, "ctra.2 i -6" ,4*'- "

6VTLXr ourL 44 6 I VLVL% 3o""

II

.3-15-3(9/80)

__9) Structural

a. Concrete Surfaces N

b. Structural Cracking N___I

c. Movement - Horizontal & Vertical Alignment (Settlement) AdI

d. Junctions with Abutments or Embankments R4

e. Drains -Foundation, Joint, Face M4

f. Water Passages, Conduits, Sluices ___

g. Seepage or Leakage ...-

I

I

h. Joints - Construction, etc. ,__

i. Foundation .), ,I

j. Abutments i ..4

k. Control Gates __

1. Approach & Outlet Channels bin

m. Energy Dissipators (Plunge Pool, etc.) 114

n. Intake Structures U'!. H

o. Stability , -.

p. Miscellaneous , ..

II

. ... ... ... .... . .. l l . . . . . . . "% i"

# 3-15-3(9/80)

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

a. Description and Condition AJWfte? .SfjfV t / A, F IC

I

11) Operation Procedures (Lake Level Regulation):

D)24Lm LIk.W 13 OPeNOP a&L-V eiN 0jvF

/t dB.wM -b>Vr&V, -%Mae,. Of- /9&7 -DA F 7-B

I

II

I--I

II|-

r •i APPENDIX C

jIYDROLOGIC/HYDRAULIC, ENGINEERING DATA AND COMPUTATIONS

I

DRAINAGE BASIN

I I

((

4b , : SUB AREA 4

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3-- SUBAREA

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wi TESN'D...ANKiRS TRUST BUILDING fgflD fiTEL 315-797.5%0

I OJE(:T NAME ... LN ~ ~ Ow V ~~I~.DATE

1SJECT-- 117 PROJECT NO. I

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e____ Aie A. Lct LcA t .?t*fCL L C A

35.0 * Or L ,l!

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SSTETSON -DALEUTC EW YOR 13501FTEL 315-797-5M0

,OJECT NAME "1,±..N. £ V', ID DATE

A-ecx.*, DRAWN BYS

o f &t. " q ° S' .' o , "S tg.\-\V 101 -60.

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PROJECT NAMEA'( . 2 f1~/8 DATE

1UBJECT 75 ie. liaD J, a ico OJECT NO. I' '-

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ISTETSON, DALEUIA-NWYR 13501 MAN [1ofTEL 315.797.5800

J OJECT NAIIdE ...JL 1 VY ftWV; It\P* OIN! DATE ______

OJEjCT ~ L\ O V ~ O'PROJECT N.

ClcMP lcvc 9 DAW 4SBY ~

V0U

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0i OA-

BNESTRUST BUILDINGg . STETSON . DALE ,, NEW YORK ", 13601 JELSDTI NET

TEL 315.797-5800

PRIECT NAME ~ tJJ -T fI~r loi DATE

SUICT. - PROJECT NO. ,

___ ~DRAWN lBV

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DAL B ANK[ HS TRUST BUILDING tf(fl [ F~I UWE'. STETSON* DALE ,, ICA,- NEW YO. , 13501TIL 31S'.797.58M0

P fJEC T NAME .N DATE

so JEC F %1~ __________________POJECT NO .. L.

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CHECK LIST FOR DAMSHYDROLOGIC AND HYDRAULIC

ENGINEERIlO DATA

AREA-CAPACITY DATA:

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

1) Top of Dam q0\ ".O00 _ ____o,O_,

2) Design High Water

(Max, Design Pool) V/LA _

3) Auxiliary SpillwayCrest __N/A. - -

4) Pool Level withFlashboards _ _ _ _ --

5) Service SpillwayCrest S10 __ - 0_ .

DISCIIARGESVolume(cfs)

1) Average Daily 16

2) Spillway @ Maximum High Water (Tot ov Z>M 4 I,(O

3) Spillway @ Design High Water .16

4) Spillway @ Auxiliary Spillway Crest Elevation N)A

5) Low Level Outlet w/ .. '/ Joer revtk dk* *oj v av LA06) Total (of a! facilities) @ Maximum High Water 4_0_1_0

7) Maximum Known Flood

8) At Time of Inspection

iII

CREST: ELEVATION: 4o( FT

Type: EorWJ _

Width: '4 _, Length: (O0 r

Spil1lover

Location /100' 4 Au a6 4 4 04Vt#Ived

SPILLWAY:

PRINCIPAL EMERGENCY

N/A Elevation T9 0

_____________ _ Type ton t "

Width 100 r-r

Type of Control

__Uncontrolled __

Controlled:

Type(Flashboards; gate)

Number

Size/Length

Invert Material . o %Af ,

Anticipated Lengthof operating service WJJA

Chute Length

Height Between Spillway Crest& Approach Channel Invert

(Weir Flow)

IIII

3 HYDROMETEROLOGICAL GAGES:

Type : . , k rese . .

U Location:

Records:

Date _

I Max. Reading -

FLOOD WATER CONTROL SYSTEM:

Warning System: ,,.Joe , e

Method of Controlled Releases (mechanisms):

I

I

~I

L" I-

DRAINAGE AREA: (o SQ. N,.

DRAINAGE BASIN RUNOFF CHARACTERISTICS:

Land Use- Type: FY!t6r\, 1 , r w &/y, \NQ,' 6, V Ae,

Terrain- Relief: Me-. *0

Surface - Soil: No* Ov .

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

No-k Y-,,ow'\

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

Y'' 0y, W T

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

N o, -..e. l fo, . . . ...

Dikes - Floodwalls (overflow non-overflow ) - Low reaches along theReservoir perimeter:

Location: , ,JA

Elevation: ..

Reservoir:

Length @ Maximum Pool _,_ _ _ _ _ (Miles)

Length of Shoreline (C Spiliway Crest) 1L0, " - (Miles)

III

C) f* -)r7I)C i ) -) n 0 0C1- )L C

9D I -' -n r -r: n C-C oC) nCn 0CDr

C- -IC ) C)C')nC ~ ;C .- r~(2r~(7~L~OC' (~~r)U~)cJ t1

.- CDC - J iT1 40r

(LD

MA 0- 61%2

V3 C) t- -4 C)t

DI LA 0 W) M O0 C)Wl ' _71 0 . C-~'.OO .VC C7 C O 0

Li 'I) v K 00 4 N pnf N..

V) > x 1 ~ cr l t cr

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w 9

C, 0N q-NU): ̂ ) w ' li zI

.- .- 49 a X- V. u ~ a.b i.- 3 3C L o- isx %g V% W% W W 3 L I.- A

.1A 0 t%. w ID. 0 V N 4 Un ' # 0 N cf N to 4 LA '0 N ab o' o N f^ 4 Lm f0 N 0ID ZD( Vf y(o( V VMW f - a l lO -

0 C7) 0 i~)) C) 0 r'D )J u C-)~ C 0 ) C C 1C) C.)

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I APPENDIX D

S I- REFERENCES

I

I ._

|--

I

iAPPENDIX 0

REFERENCES

1. Department of the Army, Office of the Chief of Engineers. NationalProgram of Investigation of Dams; Appendix D: Recommended Guide-

I 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,I 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

1 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, 5thEdition, 1963

I0. 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: Hydrometeorological

Report 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.

1 13. North Atlantic Regional Water Resources Study CoordinatingCommittee: Appendix C, Climate, Meteorology and Hydrology,1February 1972

I

I14. Sherard, Woodward, Gizienski, Clevenger: Earth and Earth - RockIDams, John Wiley and Sons, Inc., 1963.

15. U.S. Soil Conservation Service, Stiliwater Outdoor HydraulicLaboratory: Handbook of Channel Design for Soil and WaterConservation, SCS-TP-61, March 1974; revised June 1954.

16. The University of the State of New York - The State EducationDepartment, State Museum and Science Service, Geological Survey:Geologic Map of New York, 1970

17. Y.W. Isachsen and W.G. McKendree, 1977, Preliminary BrittleStructures Map of New York, Hudson-Mohawk Sheet, New York StateMuseum Map and Chart Series No. 31B

18. Rudolf Ruedemann, 1930, Geology of the Capital District, New YorkState Museum Bulletin 285.

I

II

II

II

IIIIIIII

APPENDIX E

I STABILITY ANALYSIS

II1IIIIIII

I STETSON D ~ARKERS TRUST BUILDING~1~

PROJECT NAME~

1.USJLCT .* c it lz'a ALOV-, iv i OAWNljo

~Air

A4

IITrsv'Icv'6

tL (bt~

iII

II

- III

APPENDIXF

5 PREVIOUS INSPECTION REPORTS/AVAILABLE DOCUMENTS

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HKroh 3Z./1959

.1s: Plewstrutsion of/

Dim #10Towns of Pitttown

A SohagbtiookeCounty or Rensselaer

Mr. Roland Z* ReaoozChief Water Plant OperatorMlrose laboratory

olmoeDp IhW lark

Dear Sir:

Tt. import, plans and spcifications filed b7 you under theprovisions of Becttor 91.8 of the Conservation Law for thle owner CMYof Troy, Bureau of Waterp ftyr Um York for the remnsation ofthe spillway olinnel, ofDa 1 in the Towns of Pittstown slidSdiaglticoke, ounty of Penseaer, ame aMroved, to the eXtent Ofthe authority vested in the ftm~intwimdont of Public Vorka under theabove mentioned statute,

Cho set of plans and apeifioationsp formallY staupedapj roved,, is being returned herewith.

Tory tru~ly yours,

3It. W Dyton

ByIDuuty Chief

t ne

I D. C. Ogut~r7Assoc. Civil bglineer

I

Inl

CITY OF TROY

BUREAU OF WATERSIlrco°x P.E

w4 PLANT O L R1 o 0 MELROSE. NEW YORKICK M ENNNELLOM, STMarch 26, 1959

Mr. E. W. Dayton ."5 Deputy Chief Engineer

Division of Construction , VDepartment of Public WorksState of New YorkAlbany 1, New York

Dear Sir: Attention: Mr. D C. OgsburyAssO late Civil Engineer

Ref: Reconstru tion of SpillwayChannel, am #110

We are sending you, under sepa te cover, two

copies of those sections of the pl s and specifications

for Contract #1 which are applicsle to the work at

the Tomhannock Spillway Channel.

Bids were received on this work on March 20th

last and we expect to make an early award of the

contract.

I hope we will receive your approval of this

work without delay.

R01AND E. HEACOX, P.I Chief Water Plant Ope ator

REH/lh

Tno NEW YORK HOME OF: "Aittt %nii"

rh 131 19N9

RiS Roonstruction ofSpillway ChannelDaf #11ToVne . Pitttown & /Sohughticoks

County- ROzniuAM r

Mr. Roland t, Rsaoox /Chief Watr Plant OperitorTroy itar uLwau"Troyg Now York

Doer Sire

RkaL~ pt of an application and report prepared by thefirm of Cep, Dresnr and Kte, Consulting ntrinsera, and thereturn of data previaously lo d to you, all pertaining to tb.above named da, is hereby scknowldgd.

We have reviewed and studlea the reprt and pIralimnaryplane and find the proposed rooonstrootion or spilmuy obeiuiel to besatisfactory to us.

iIomvebl. before me grant formal approval of the psedSprojet it will be necesary for you to subrIt to us two mat.of the final pans and secifioations.

Ver7 truly yoawrs

8. V. vaytonI.puty Chief IngiLer

0. C. OgsburyAssoclate Civil Snonaer

I Jr/ou

I'i

4 't a43. (AD.IWT aM f_ -AOrd. 7.7

.TATE OF NEW YORK

DEPARTMENT OF PUBLIC WORKSI.ALBANY

t Received .A & ...../?j 7 ............................. D m No.... UQ . ...................................Disposition .4~px 'Vt A4"z' .. 7 atrsedUporHusDispsiton .lp# . . ........... ......... 4..!F?.. 'Wa tershed . per...R.d..o,. ..........................

Foundation inspected .................................................

Structure inspected ......................................................

Application for the Construction or Reconstruction of a Dam

IApplication is hereby made to the Superintendent of Public Works, Albany, N. Y., in compliance with the

provisions of Section 948 of the Conservation Law (see third page of this application) for the approval of Vl rt an d

000WlS.W drawings, marked.. T.y.6-w. . r L o .... Reprt ..onT..Ir ovezu .t . ..........Water. Suppl y Juy . 8a.~..... s.u ~ ~ y...... ..j .4 .. kg . ...,.... .................... .................... % ............. ..............................................heeit ubite. o t e ea a apillw~y. Ch*nM..

herewith submitted for the econstruction }of a cm heretin descnIed All provisions of law will be compiedreco ftruc t onf with in the ¢c ,.o-h, .pp, ,,d.dam It isin.'tended to comp!ete the work covered by the application about

De er..99 ... ............... (Construction of Dam completed in 1904)

I 1. The dam w on..Q . . 4i...Q ... * ............. flowing into....Q8..R... r in the

tSn f.P .t. t . tt.. .c& .. ke ................ County of . s e l .e r ..... ...... .......S and.3..AU&S ... .9r.04b..4. t....o .. .. ¢ .. ...... ..... r ........... . ..a..~..........

(Gie ezka dktmn "An, d m fe. a w-.ne bnb .p. am Vlha., main ea. Mb a M of a re)

2. Location of dam is shown on the.O CkSz/A.4to _..se .............. quadrangle of the

United States Geological Survey.

I 3. The name of the owner is.Qity Q. 9 . T .- 4r .......tr..................

4. The address of the owner is .tY ... ... ......... ft, At . 1; IT#,- . ...... L . ,T .................................

I 5. The dam wbe used for... ... A. .Y. ............................................

6. M* any part of the dam be built upon or its pond flood any State lands?....1A ...................................

7. The watershed above the proposed dam is ........... - ......... square miles.

8. The proposed dam will create a pond area at the apillcrest elevation of.....2 9 7 .0 ......................... acres

I and will impound. 1.56.g-56.3,900 ................... cubic feet of water.

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9. The maximum height of the propostd dam above the bed of the stream iL.... ......

10. The lowest part of the natural shore of the poad .. vertically above the spilcrest,

and everywhere else the shore will be at last . .. 20 .................... feet above the spillcrest.

1 11. State if any damage to life or to any buildings, roads or other property could be caused by any possible

S failure of the proposed dam .............................................................................................................................

12. The natural material of the bed on which the proposed dam will rest is (day, sand, gravel, boulders,

granite, shale, slate, lim estone, etc.)-...................................................................................................................

13. Facing downstream, what is the nature of material composing the right bank? ........................................

14. Facing downstream, what is the nature of the material composing the left bank? ..............................

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

15. State the character of the bed and the banks in respect to the hardness, perviousness, water bearing, effect

f of exposure to air and to water, uniformity, etc .............................................................................................

.......................................... I................................................ .................. .................. ......... ............................. .

.................................................................... ........................ :.......I........... .

16. Are there any porous seams or fissures beneath the foundation of the proposed dam? ..............................

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

17. WASTES. The spillway of the above-prqjse4 dam 4 Ibe .. .".fee'louig i The-dear; the waters

Uiwi-be held at the right end by .tarth- .. kBb m ..,... the top of which Jirbe...... .feet above

the spillcrest, and have a top width of .... ...................... feet; and at the left end bfb ...... .........................

the top of which wil be......1-1. feet above the spilicrest, and have a top width of ..... f.........eet.

1g. The spillway is designed to safely discharge....2L.9.Q.Q............... cubic feet per second.

19. Pipes, sluice gates, etc., for flood discharge r, be provided through the dam as follows:

..... ~..f . tee pip enase inConcrete.i.. .t................. .. s .3. ...........................

... ... .L g .. .A ... ........... ............. .................................................................... . . ..... . .h.. g . . .y. .. ......... ".............. .. ............................................................................... .......

20. What is the maximum height of flash boards which will be used on ihis dam?..... UO .........................

21. ArsoN. Below the proposed dam there will be an apron buit of .......... ................

feet long across the stream ............................. feet wide and ............................ feet thick.

22. Does this dam constitute any part of a public water supply? .............................................................

...... VA-

INSTRUCTIONS

JRead carefully on the third page of this application the law setting forth the requirements to be complied within order to construct or reconstruct a dam.

Each application for the construction or reconstruction of a dam must be made on this standard form. copies ofwhich will be furnished upon request to the State Department of Public Works, Albany, N. Y. The application mustbe accompanied by three sets of plans, and specifications. The information furnished must be in sufficient detail in

order that the stability and safety of the dam 6n be determined. In cases of large and important dams assumptions

made in calculating stresses and stability should be given.

Samples of materials to be used in the dam and of the material on which the dam is to be founded may be

asked for, but need not be furnished unle.s iequested.

If the dam constitutes a part of a public water supply, application should be made to the Water Power andI Control Commission under Article XI of the Conservation Law.

An application for the construction or reconseruction of a dam must be signed by the prospective owner of thedam or his duly authorized agent. The address of the signer and the date must be given as provided for on the lastpage of the application form.

SECTION 948 OF THE CONSERVATION LAW

§ 948. Structures for impounding water; inspection of docks; penalties. No structure for impounding waterand no dock, pier, wharf or other structure used as a landing place on waters shall be erected or reconstructed byany public authority or by any private person or corporation without notice to the superintendent of public works,nor shall any such structure be erected, reconstructed or maintained without complying with such moditions as thesuperintendent of public works may by order prescribe for safeguarding life'or property against danger therefrom.No order made by the superintendent of public works shall be deemed to authorize any invasion of any propertyrights, public or private, by any person in carrying out the requirements of such order. The superintendent of publicworks shall have power, whenever in his judgment public safety shall so require, to make and serve an order, settingforth therein his findings of fact 'and his conclusions therefrom, directing any person, corporation, adicer or board,constructing, maintaining or using any structure hereinbefore referred to, either remove the said structure or torepair or reconstruct the same within such reasonable time and in such manner as shall be specified in such order, andit shall be the duty of every such person, corporation, officer or board, to obey, observe and comply with such orderand with the conditions prescribed by the superintendent of public works for safeguarding life or property againstdanger therefrom, and every person, corporation, officer or board failing, omitting or neglecting so to do, or whohereafter erects or reconstructs any such structure hereinbefore referred to without submitting to the superintend-

ent of public works and obtaining his approval of plans and specifications for such structures when required to do soby his order or hereafter fails to remove, erect or to reconstruct the same in accordance with the plans and specifica-tions so approved shall forfeit to the people of the State a sum not to exceed five hundred dollars to be fixed by thecourt for each and every offense; every violation of any such order shall be a separate and distinct offense, and, insuch case of a continuing violation, every day's continuance thereof shall be and be deemed to be a separate and

distinct offense. Such order shall not contain any provision to compel the owner to make repairs or proceed withreconstruction as specified in this section by any type of construction other than that of the dam itself. In additionto said forfeiture upon the violation of any such order, the superintendent of public works shall have power to enterupon the lands and waters where such structures are located, for the purpose of removing, n'airm or reconstruct-ing the same, and to take such other and further precautions which he may deem necessary to Ufqruard life orproperty against danger therefrom. In removing, repiring and reconstructing such dam the it shahnot deviate from the method, manner or specifications contained in the original order. The supekmodnmt of pub.lic works shall certify the amount of the costs and expenses incurred by him for the removal, repair or reconstruc-

tion aforesaid, or in anywise connected therewith, to the board of supervisors of the county or a in which

the said lands and waters are located, whereupon it shall be the duty of such board Of Sqes to add theamount so certified to the assessment rolls of such locality or localities as a charge against the rel pr'-erty upon

which the dam is located designated or described by the superintendent of public works as th therewith,and to issue its warrant or warrants for the collection thereof. Thereupon it shall become the &ty d ofsh localityor localities through their proper officers to collect the amounts so certified in the same MM s G- taxes arecollected in such locality or localities, and when collected, to pay the same to the superiated- of ipAlic worksI

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who shall thereupon pay the same into the treasury. Any rmomt so levied shall thereupon become a lien upon thereal property affected thereby, to the same extent as any tax levy becomes and is a lien thereon.

Any person in interest may, within thirty days from the service of any such.order, appeal to the supreme courtto determine the reasonableness of such order. At any time during such appeal to the supreme court upon at leastI Three days' notice, the party appealing may apply for an order directing any question of fact to be tried and deter-mined by a jury, and the court shall thereupon cause such question to be stated for trial accordingty and the findingsof the jury upon such question shall be conclusive. Appeals may be taken from the supren* court to the appellatedivision of the supreme court and to the court of appeals in such cases, subject to the limitations provided in thecivil practice act.

This section shall not apply to a dau" where the area draining into the pond formed thereby does not exceedI one square mile, unless the dam is more than ten feet in height above the natural bed of the stream at any point or

unless the quantity of water which the dam impounds exceeds one million gallons; nor to a dock, pier, wharf orother structure under the jurisdiction of the department of docks, if any, in a city of over one htdred and seventy-five thousand population. This section as hereby amended shall not impair the effect of an order heretofore madeby the conservation commission or commissioner under this section prior to the taking effect of chapter four hun-dred and ninety-nine of the laws of nineteen hundred and twenty-one, nor require the approval by the sur-eiintend-ent of public works, of plans and specifications theretofore approved by such commission or commissic-a-i underthis section.

The foregoing information is correct to the best of my knowledge and belief, and the construction will becarried out in accordance with the approved plans and specifications.

City'A o.TrPoyI!Jt .. Bureau of Water ........... Ow~ner.. ...... .. ... .... .... .... ... O w e

By . ........... ... authorized agent of ownerJ ieph .R Eyden 4Coiuniss oner Public Works

Address of sIgner ----- .I ...O ..... ............ Date ....JAM=r .... ....L959

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" Deo 4' 1958/

Mr JOA" 1. ,Rem".os, ie Vo e n. .. q "t

-"

folo Thissoen that y have on loan fr. u the

1, Choe blueprint of exiting dam f=2. Nine oUwins Partei~n to dam I11

4. lw', app U onsto. dated an tollo'tApr1 17, 1918, h 20, 1916, J~m 2D, 1916sad Angamt 2, 199~

if yu bove afrwm4 =do photostatio ospi. of the aboveitaw, my we r.eimt you tbm to tkis Deartmtent,SttSnt.OD m r R. D. 0. Ogsbs, *at yaw earUet oonveninow.

TW7 tmlY Ywm

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Lamoc Civl h%

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TROY, NEW YORK

IREPORT ON IMPROVEMENTSTO WA TER SUPPLY

1JULY, 1958

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CAMP, DRESSER & McKEEConsulting EagnersBafton, Massacbusetts

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S1i CAMP. DRESSER & MCKEE

• Uo-A e CAMP CONSULTING ENGINEERS a.. U*L '.-'t"-LRMAN G, QqrSSCR t. .•'

QO AN,; s EUS."%GAME 6 BEACON SIREFT j. C:'** .- W. T

_o EP. C .AWLC( BOSTON B MASSACklsrTr5s

C. R FL A 000r~.o.. -.rc- -~' Ac-.*t ' -

July 11, 1958

Mr. Joseph F. HaydenCommissioner of Public WorksCity of TroyTroy, New York

Dear Mr. Hayden : * Report on Improvements to Water Bupply

In compliance with the terms of our letters of May 8, 1958, and May23, 1958, addressed to Mr. Roland E. Heacox, Chief Water Plant Operatorof the Troy Water Bureau, and subsequent instructions from Mr. Heacox,I * we have made an engineering investigation to prepare preliminary designsand cost estimates for the construction of certain water supply facilitieswhich are needed at once either for the purpobe of preventing failure ofmajor water supply works or for the purpose of protecting the quality of thewater delivered to the consumers and the reliability of the supply. The re-suits of our studies are presented in detail in the follo4*ng report and aresummarized below.

Sunimary

The total estimated cost of works recommended for immediate con-struction is $43w, 850, including allowances for engineering and contingencies.The Items covered in this report which are recommended for immediateconstruction are- (1) improvements to blow-off facilities at TorahannockDam, estimated to cost $Ili200; (2) Improvements at Tomhannock Intake,estimated to cost $37, 600; (3) reconstruction of Tomhannock Spillway channol,estimated to cost $320,400; (4) deaslting of Quacken Kill diverting reservoir,estimated to cost $33,750; (5) Impkovemeit of chlorination facilities atQuacken Kill diverting reservoir, estimated to cost $12,600; and (6) improve-met of chlorinating facilities at the Vanderheyden Reservoir, estimated tocost $18, 300.

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Mr. Josopb F. Hayden - 2July 11, 1958

The most important of the six items recommended for immediateconstruction is the Tomhannock spillway channel, which represents over70% of the total estimated cost of aU six items. The existingphannel isin an advanced stage of destruction. If it is not replaced immediately,I there is danger of lose of the highway bridge and of the Tmnhannock spill-way dam itself by floods of moderate size which may be eqpected at anytime. It is strongly recommended that authorization for construction beobtained as quickly as possible so that the project can be undertaken thisfaUl when the reservoir can be drawn down. If authorization is obtainedwithin about a month's time, it should be possible to complete constructionprior to the 1959 spring runoff.

Some improvements not considered In this report but which havebeen studied by Mr. Heacox are also urgently needed at this time. More-

over, a comprehensive engineering study of the entirs system, such asdescribed in our letter of April 9, 1958 to Mr. Heacox, is badly neededto develop a long-range plan for the rehabilitation and improvement of theentire system. The water is of poor qualfty and not adequately treatedaccording to modern standards for the protection of the consumer andthe supply and distribution works have suffered from many years ofneglect.

We wish to express our appreciation to you, to Mr. Heacox, toMr. Smith, and to other members of the staff of the Department of PublicWorks for the cooperation given us in our studies.

Yours very truly,

CAMP, DRESSER & McKEE

By

IThomas R. Cm

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TABLE OF CONTENTS

i Pace No.

Scope of Investigation I

Blow-off Facilities of Torchannock Dam 1

Inprovemente to Tohannock Intake Structure 3

Reconstruction of Tomhannock Spillwvy Channel 5

Description of Existing Channel 5

a Flow Capacity of Spillway Channel 6

Proposed New 80-ft Spillway Channel 12

Alternate 130-ft Spillway Channel 13

Desilting Quacken Kill Diverting Reservoir 15

Improvements of Chlorination Facilities at Quacken KIDDiverting Reservoir 20

Conclusions and Recommendations 21

Report of Inspection of Controls for Permanent OpeningThrough Dam Appendix A

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TbeLIST OF TABLESP

STable Page

No. Title No.

1. Estimated Cost of Improvements to Blow-off Facilitles 3

2. Estimated Cost of Improvements to Tomhannock Intake 4

3. Estimated Cost of Construction of 80-ft SpillwayChannel 14

4. Estimated Cost of Construction of 130-ft SpillwayChannel 16

5. Analyses of Water Samples Collected from Quacken.Kill Reservoir, June 5-6, 195B 17

6. Estimated Cost of Deslting Quacken Kill DivertingReservoir 19

7. Estimated Costs of Improvements to ChlorinationFacilities to Quacken Kill and VanderheydenReservoirs 21

LIST OF FIGURES

Figure PageNo. Title No.

1. Peak Flows of New England Streams ! 1

2. Silt Conditions at Quacken Kill Reservoir Appended

3. Reconstruction of Tomhannock Spillway Channel -Alternate I Appended

4. Reconstruction of Tomhannock Spillkay Cbannel -Alternate 1U Appended!I

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AD-Al09 802 STETSON-AE TCA Y F/S 13/13NATIONA DAM SAFETY PROGRAM. TOMHANNOCK SPLLWAYODAM 'IN ENTORY;-ETC(U)AUG al J B STETSON DACM51 Al C _0009

UNCLASSIFIED L

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'hf! .1 - II~t.8'i' IIIII.L 5 1. 111 -

* MIROCtOI NiL hlI ON I (11,V0

II J TROY, NEW YORK

BE PORT ON DiPROVEMENTS TO WATER SUPPLY

-Scope of Investigation

The purpose of the investigation described in this report was to pre-pare preliminary designs and cost estimates for the construction of certain'water supply facilities which are needed at once, either for the purpose ofpreventing falire of major water supply works or for the purpose of protect-ing the quality of the water delivered to the consumers and the reliability ofthe supply. Some improvements not considered in this report, but which havebeen studied by Mr. Heacox, are also urgently needed at this time. Moreover,a corprehensive engineering study of the entire system, such as described inour letter of April 9, 1968, to Mr. Heacox, is badly needed to develop a long-range plan for the rehabilitation and improvemxent of the system.

The items covered in this report are (1) improvements to blowoff facili-ties at Tomhannock Dam, (2) improvements at Tomharmock intake, (3) recon-struction of Tombannock spillway'cbannel, (4) desilting of Quacken Kill divertingresetsoir, (5) injprovemet of chlorination facilities at Quackon KIU divertingreservoir, and (6) improvement of chloriniting facilities at the Vanderheyden

Reservoir.

The results of the studies for each of these items are presented in de-tail below, together with cost estimates and recommendations.

1. Blowoff Facilities at Tornhannock Dam

The dai presently contains three sluice gates with 1-ft 6-n by 4-ft 6-inclear openings at the upstream toe of the dam, under about 50 ft of water. Thesesluice gates discharge through a 5-ft diameter steel pipe encased in concrutelaid under the dam to the downstream toe of the dan. At the &wnstream toe ofthe dam the 5-ft pipe enters a header arrangement which discharges through four30-n gate valves into a small stilling pool.I

There is no record of the sluice gates having been operated for manyyears prior to this investigation. Bore years ago a diver who inspected the sluicegates reported that one of the gntos had a broken stem, and that one or more ofthe gates were covered with bags of cement. It was essontiil that the blow-off fa-

cilities be put in workig condition so that they can be used during the proposedreconstruction of the spillway channel.

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With the assistance of employees of the Troy Water Bureau, waterwas pumped Into the 5-ft pipe under the dhm to develop an excess pressure onthe underside of the sluice PM of about 3 psi, thus loosening the sluice gatesfrom their seats. Mud Which had settled on top of the sluicePts was flushedoff by a diver, and the sluice gates were slowly opened. Successive operationof the four 30-In gate valves and the slJco gates indicated that all were inJ working order. An inspection was made of both the sluice gates and the valveswhich indicated that all were in good condition and required only minor repairs.A detailed report on the inspection is included In Appendix A.

The capacity of the blow-off works with all three sluice gates and allfour gate valves open is estimated at about 570 cfs.. This Is about 8. 0 cfs pert square mile of drainage area for the 66 square miles tributary to the Tom-hannockReservoir. A study of flow-duration curves on similar watersheds Indicatesthat flows in excess of this figure may be expected only about 3% of the time.During the construction of the new spillway channel, it is proposed to draw thewater level down about 8. 5 ft, so as to provide storage capacity for a 4-Instorm-water runoff. This can be accomplished in 8 to 10 days with all blow-offfacilities open, but It may be desirable to reduce the rate of discharge some-what to avoid excessive scour downstream from the di.m. A 4-n storm-waterrunoff should be adequate to care for any storm which may reasonably be ex-pected during the period of construction of the spillway channel.

Although the sluice ates and gate valves are operable, it is necessaryto rehabilitate an1 reconstruct portions of the blow-off facilities. The gate houseon top of the dam and the gate house which houses the 30-in gate valves at thetoe of the dam must both be partially reconstructed. The sluice gate stems alongthe upstream slope of the dam are of 2.5-in steel on bronze rollers at 10-ftintervals. Each stem is made up of 10-ft bare with 6ouplings and pins. Thecouplings are in good condition. The exposed ends of the pins are corrodes badly,but it is not proposed to replace then at this time. There is some gravel aroundthe stems vhich must be removed, so that it will not interfere with the free mo-tion of the couplings. The sluice gates are of cast iron and appear to be bronze-mounted, and are provided with wedges.

The stilling pool at the downstream end of the blow-off must be providedwith stone riprap so as to retard erosion and prevent undue undermining whenthe works are discharging water from the reservoir. The concrete headwall atJthe end of the blow-off system must also be restored.

Consideration was given to the necessity of cement lining of the 5-ft diametersteel pipe through the dam. This Is a 1/2-in steel riveted pipe surrounded bymassive concrete, and Inspection of te interior revealed some very small leaks.The pipe should be ceme 4ined, but this improvement can be deferred until otherpipes in the system are cement lined.

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The three sluice gates and four 30-in gate valves descrbed above arehand operated. AUl are difficult to operate because of their size and age. Wehave given consideration to the Installation of electrlc motor drives for opera-tion of these gates, but are bf the opinion that the relatively infrequent opera-tion of these gates would not jjstfy the cost of individual motor drives. However,considerin the possibility hat these gates may on occasion have to be operatedquickly, which available psonnel at the reservoir may be physically unableto accomplish, we recommend that a portable motor-driven gate operator, to-gether with a suitable gasollne-engine -driven generator, be acquired. The esti-mated cost of this equipment includes an allowance for modifications to the exist-Ing gate stands to facilitate the use of the portable eqtdpment.

The portinble gate operator described above will aiso be available tooperate the 6 sluice gates n the intake structure, which is discussed in thefoUowing section.

The estimated cost of the Lrprovcments to the blow-off facilities at Tom-hannock dam as described above Is $11, 20b, itemized as shown in Table I.

TABLE 1. ESTIMATIED COST OF IMPROVEMENTS TOBLOW-OFF FAC ILITIES

Improvements at Upper Gate House $800Work on Sluice Gates 500Improvements at Lower Gate Hoube 3,700Portable Gate Operator 4.000

$9,000Contingencies and Engineering, 25% 2,200

$11,200

2. Improvemeits to Tombannock Intake Structure

The intake building presently contains no screening facilities of any kind.The need for screening is obvious, but because of the lack of such screening Ia-cilitieb, no operating experience is available on screening problems which mayarise (volutmC of leaves, debris, small fish, microscopic organisms, etc.) I isnot known, therefore, whether the installation of mechanical screens would bejutified. There is not sufficient spaca within the present structure to installmechanical screens, and the cost of installing mechanical screens in an extensionof the present intake structure would be very great and unjustified on the basis ofpresent knowledge. It is thorefore proposed that hand screens should be installedinitially, and if future operating experiance indicates that mechanical screenswould be desirable, they can be installed as a part of the future overall program,probably at the new filtration plant, if one Is constructed on the transmission mainbetween Tomahnnock and the city.

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As a part of tho work required for the installation of the hud screens,it is proposed to have stoplogi constructed and inserted st both ends of the getec chan'bers, so that each chamber may be unwatered one at a time. Mhle thechau.ber is unwatered, the guides for the hand screens vill be In talled. Twosets of screens will be insitaed with permanrt lifting arrangement for bothI screens and stoplogs. A is proposed to remodel the building so as to providea place for washing the hand screens and to provide necessary adktionaloperating space. The existing wood roof shows evidence of dry rot and should bereplaced. In connection with the roof replacement, hoisting provisions wrill bemade for removing and washing the hand screens.

The outside openings for each of the threg sluice gates in each chamberof the intake structure are provided with steel bar racks consisting of I-Inchround bars 4 inches on centers: These racks are reported to Se badly &terloratedbecause of corrosion, and it I proposed to replace then-. all.

• 5 The si.x sluice gates are cast Iron, bronze-mounted. At least one of thest, ns is cow-pletely corroded through. It is proposed to replace all of the stemsand to examine and rehabilitate the sluice gites whore required.

I JThere are two dry feeders in the Intake house which are used for feedingllmn ito the Intake channels. These foeders have on occasion been out of servicebecause of failure of the pump which provides solution water to the dry feeders.It is proposed to provide duiplIcate facilitles.for supplying water to the lime forfeeding.

The retaining wall at the end of the building adjacent to the reservoir isbadly deteriorated and Lust be reconstructed. We propose to restore this wallfand provide addtional protoctive riprap.

The estimated cost of constnction of the improvements at the Tonihannockj Iftlkk Is $37,600, Itomized as shown in Table 2.

TABLE 2. ESTDIATED COST OF IMPROVEMENTS TOTOMA NNOC K INTAKE

Two sets of stoplogs and IlMIfg frame $ $4, 100Hand screons, guides, lifting device, baffles and screen wash space 10,600Replacing bar racks 2,000Sluice gate inspection, repair and renovation, stem replacement,

all o0-ance 6,000Riprap for erosion protection 2,000Building Improvements 4,500A rditional equipmnt - 11000

$30, 100Contingencies 'nd Engineering, 26% 7,500

, $37,600

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3 3. Reconstruction of Tomhannock Spillway Channel

gDescription of Existing Channel

The existing spillway at Tomahnnock Reservoir is constructed of con-crete with a crest 300 ft long at Elev. 390 U.S.G.S. base. The abutments pro-vide a freeboard above the spillway crest of about 11 ft. The spillway itself isin good condition, except for a few places where the concrete has deteriorated.SIt is proposed to repair these' places with gunite.

The channe) downsteam fromn the spillway section is comparativelylevel for a distance of about 800 ft and Is unpaved. During floods, this reach ofthe channel forms a pool at relatively low velocity and is not subject to appreciablescour. It is proposed to rcmnove- the small trees which have grown up in thischannel.

A county road crosses the spillway channel by means of a bridge approxi-mately 850 ft downstream from the main spillway section. The channel to 80 ftwide under the bridge and is paved with concrete reinforced only with light wiremesh. The bridge Is supported on concrete abutments with a clear height of about10.5 ft above the paved channel. The bridge and the abutments appear to be Infair condition, although they are abcut fifty years old. Nothing is known of thefoundations of the abutments. The concrete pavement in the bottom of the channelat the bridge Is badly deteriorated and must be replaced. The top of the pavementtmder the downstream side of the bridge in at approximately Elev. 370. abo.A 20ft lower than the crest of the spillway Itself.

At the downstream side of the bridge are granite masonry steps which

drop vertically about 7 ft in & distance of about 17 ft. The tops of the concretealls on either side of the 80-ft channel also slope down parallel with the slope.

of the steps. These granite steps have settled at some points indicating scourof the foundation, and the retaining walls show erosion near the junction with tht

Isteps.Downstream from the above-mentioned masonry steps, the bottom of the1 channel was paved with concrete reinforced only with light wire mesh for a distance

of about 136 ft within which the channLI dropped only about 2 feet. The west walland bottom pav ement of this reach of the cha.nnl have been completely destroytdit the downstream end for about half the length. The wall on the west side isstill in place, but both the wall and pavement are in very poor conditon and mustbe replaced. The subgrade undor the destroyed channel has been undermined toa depth of about 15 ft.

Just downstream from the aforementioned flat reach of channel was asecond set of granite masonry steps which dropped a vertical distance of about

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11 ft in a distance of 25 ft. Those steps are almost completely gone, but theremnants are scattered In the bed of the eroded channel. The east retainingwall is still In place, but the west retaining wall is completely gond. Justdownstream from this secofdd set of granite steps was another reach of concretepaving about 60 ft long, the top of which was approximately at Elev. 350, or40 t lower than the spillway crest itself. This slab is practically all gone. Theretaining wall on the weft side is canpletely dqstroyed, and the retainig wallon the east side is about half gone.

Just downstream from the aforementioned slab was another set ofgranite steps which dropped a vertical distance of about 5 ft In a distance of20 ft. The remnants of this set of steps are scattered in the bed of the stream.

Just downstream from the third set of steps was another concrete slabfor a distance of about 35 ft. Most of this slab is destroyed. This slab approachesa concrete spillway section 80 ft long with its crest at Elev. 344. The west abut-ment of this section has been washed out, but the section itself can be repairedand used. This spillway section trninates the improved portion of the spill-way cbannel. The natural channel downstream is comparatively flat.

The accompanying photographs on Plate 1 illustrate the damage whichhas been done to the spillway channel. One set of these photographs was takenlast summer, and the second set was taken tis summer. They Illustrate theamount of destruction which has taken place in a single year.

The subgrade of this channel Is a hard mixture of clay, silt and gravel,which is stable at velocities of up to 6 to 8 fps characteristic of tranquil flowthrough pools but is easily eroded at velocities of 30 to 50fs characteristic ofsupercritical flow downstream from controls. If repairs are not made to thischannel at once, there Is danger that the erosion may progress rapidly upstreamand take out the bridge and the bridge abutments. A single major storm mightaccomplish this destruction. After the bridge and the bridge abutments arewashed out, the erosion can progress upstream and menace the spillway Itself.It is thus essential that this spillway be reconstructed at the earliest possibledate. We strongly recommend that this reconstruction be accomplished beforethe 1959 spring runoff. This will require that the preparation of plans be startedwithin about a month.

Flow Camcity of Spillway Channel

The 300-ft spillway section itself has a flow capacity of about 23,000 cfs,with an S-ft head and a 3-ft freeboard at the top of the dike above the water surface.The flow capacity of the 80-ft spillway channel under the bridge is about 9, 000 cfs

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JULY, 1957

JUNE, 1958

VIEW LOOKING TO'AARD EAST RETANING WVALLAPPROXIMATELY 160 FEET BELOV, BRIDGE

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JULY, 1957

JUNE, 195

VIEW LOOIQ)4G TON\ARD EAST R ETA INING IA ALLAPPROXIMATELY 160 FEET BELOW BRiWED

Plate IA

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or only about 40% of the capacity of the spillway section itself. It was necessary,therefore, to determine whether any capacity in excess of 9,000 cfs is requiredfor the spillway channel in ordbr to minimize the hazard of washout during majorfloo cs

There are no recorais-of actual flood flows in the existing spillwaychannel, but It Is known that no flood was deep enough in the channel to touchthe bottom of the bridge floor system. It Is evident, therefore, that no floodas great as 9,000 cfs has occurred since 1906, a period of 52 years.

The U. S. Geological Survey Gaging Station on Poesten Kill at Troy, witha tributary area of 89 square miles, has been in operation since 1923. The greatestflood of record during this period was 11, 900 of s, which occurred on September 22,1938, as a result of the hurricane. This runoff on the Poesten Kill watershedamounts to 134 cfs per square mile. The rainfall at Albany during this stormtotaled 8 inches from September 17 to 21, Inclusive, and was 6 inches for the lastthree days of the storm, being 1 inch on the 19th, 2 inches on the 20th, and 3inches on the 2 1st. This total rainfall of 8 inches at Albany during the 1938 hurri-cane storm is to be compared with very much higher total rainfalls in the Catskillsto the south and in the Berkshires and New England to the east. Numerous placesrecorded 12 to 15 inches, and the highest was 17. 07 inches at Camp Buck,C onnectic ut.

A study of the rainfall during major storms in the eastern United Statesfrom October, 1869, to 1933 ("Storm Rainfall of Eastern United States", TechnicalReports, Part V, The Miami Conservency District, Dayton, Ohio. 1936) revealsthat the total rainfall in the Troy-Albany area during any one storm in this perioddid not exceed about 8 inches. Much higher total rainfalls were frequently ex-perienced to the east in New England, and to the south in the Catskills and inPennsylv ania. The highest total rafnfall duAng a storm in the Troy area since193% occurked during the 1938 hurricane storm. The New Year's storm of 1949was accompanied by a total rainfall at Troy of about 7 inches, whereas the totalrainfall in the Berlishires was about 10 inches.. During this storm the peak rate ofrunoff in Poesten Kill was 10, 100 cis or 114 cis per square mile.

The record since 1869 appears to Indicate that the Troy-Albany area isprotected from excessive rainfall and runoff during majoi storms such as occurto the south and to the east. Three major storms occurred during 1955 in theeastern United States, one on August 11-15, accompaning Hurricane Connie,another on August 17-20, accompanying Hurricane Diane, and the'thlrd onOctober 14-17. None of these storms produced severe flooding in the Troy-Albany area, but all of them produced excessive rainfall and severe flooding tothe soith and to the east, excoeding at some points all previous records. A totalrainfall of 19.8 inches was recorded at Westfield, Massachusetts, during theAugust 17-20, 1955 storm, and a total rainfall of 13. 2$ inches was recorded atStamford, Codnecticut, during the October 14-17, 1965 storm.

.. 10

1The Hydrologic Services Division of the U. S. Weather Bureau has made

comprehensive studies of all prior notable storms of record to determine theirsynoptic characteristics and the effect of topographic features and location onthe moisture availability. Generalized charts have been prepared showing theprobable maximum precipitqtion which may be expected at various plntv during24 hours (lydrometeorological Report No. 28). The chart for the New England-New York area indicates that the probable maximum precipitation for areas of500 square miles during.24 hours is from 17 to 19 inches through Massachusettsand Connecticut. This is somewhat greater than the actual precipitation duringthe 1955 floods, as should be expectad for probable maximums. These dataare being used for the design of the spillways by the U. S. Corps of Engineers.The chart. indicates, however, that rainfall as high as 16 inches in 24 hours maybe expected as a probable maximum in the Troy-Albany area. Insofar as theTroy-Albany area is concerned, this practice appears to be much too conserva-tive since there is no record of a total rainfall during a storm in excess of about8 inches.

We have made flood-routing btudes through Tombannock Reservoir todetermine the relations between peak rates, of inflow to the reservoir and peakrates of discharge over thesplllway, assuming the reservoir just full at thebeginndng of a storm. These studies Indicate that with a peak rate of runoffinto the reservoir of 12,000 cfi (i82 efs per sq mi), the peak rate of dischargein the spillumy channel will be just uDder*9, 000 cfs,. the capacity of the existingchannel. Thus the existing channel has - capacity about 35% in excess of anyflood which has occurred during the past 100 years or so (184 cfs per sq ml onPoest* Kill).

The flood-routing studies Indicate that with the present capacity of themain spillway section, 23,000 cis, the peak rate of inflow to the reservoir willbe approximately 32,500 cfs, or about 500 cfs per sq mL. Fig. I shows a plot

of major New England floods prepared by Mr. Howard M. Turner, ConsultingEvigineer of Boston. Shown on this figure is an envelope curve based on theMyers' Flood Formula with a coefficient of 40%. This curve includes most of*the floods of record. We have shown in red on the graph the inflow capacityof the present spillway section. It will be noted that it s on the 40% blyers'Curve. The Poesten Kill flood of 1938 Is also shown on Fig. 1, together withJthe inflow capacity of the existing spillway channel.

In view of the wide divergence in coLpacity between the spillway dam andjthe existing spillway channel, oonsideration has been given to increasing the

capacity of the spillway channel when it is reconstructed. An increase in thewidth of the chaimel from 80 ft to 130 ft will increase the flow capacity to14,600 cfs with the same water depths. Flood-routing studies indicate that thisrate of discharge at the spillway corresponds with a peak rate of inflow of about20,000 efs, or 300 fs per sq mi. This rate of Inflow is also shown on Ig. 1.

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12

In view of the fact that no flood has occurred in tho Troy-Albany areaduring the past 100 years or so which would require more than about 75% dfthe capacity of the existing spillway channel at Tomnhannock Reservoir, we areof the opinion that the city will assume no groat hazard if the channel Is re-constructed with the ame capacity. We have therefore prepared preliminarydesigns and cost estimates on this basis. If, however, the City should electto provide a larger capicity, we havs also prepared alturnate preliminarydesigns and cost estimltes for a channel 130 ft wide.

Proposed New 80-ft Spillway Channel

The proposed new 80-ft spillway channel Is shown In plan and profile onFig. 2. The top of the east retaining wall downstream from the bridge is shownon the profile by means of a light broken line. This broden line is continuedbeyond the end of the portion of the retaining wall still in place to Indicate theelevation of the ground at the position once occupied by the destroyed portionof the retaining wall. Also shown on the profile by means of light broken linesdownstream from the bridge is the top of the pavement and the granite steps asthey once existed. Also shown on the profile by means of light broken lines isthe ground surface along the position once occupied by the west retaining wall.It will be noted that the subgrade has been scoured out along this line to anelevation of about 340.

It is proposed to replace the existing concrete slab with a new reinforcedconcrete slab under the bridge, the elevation of the top of which will be 370 onthe downstream side of the bridge. It is proposed to replace the first set ofgranite steps vt th a reinforced conarete slab and to extend this slab downwardon a slope of about 3 vertical to 8 horizontal for a distance of about 80 ft andthence to curve it gently Into a horizontal bottom slab at Elev. 340. Thislevel bottom slab will extend another 215 ft to the existing ogee spillway sectionat the end of the improved channel.

The side walls will be replaced by new reinforced concrete side walls asshown on the plan and profile, the walls being 20 ft high at the downstream pool.The walls will be 80 ft apart for a distance of about 205 ft downstream from thebridge and will converge at this point so as to be 54 ft apart at the existing ogeespillway at the end of the improved channel.

The computed hydraulic profile for a flow of 9,000 cfs in the proposedchannel is shown by means of a light solid line on the profile. This computedwater surface is based upon the assumption that the exsting oges spillway atthe end of the iproved section will act as a control for the water depth upstream.Its function as a control can be assured by some clearing and grsdit of thechannel downstream.

The hydraulic profile consists of three controls: the splllway section itself,the top of the slope at the bridge, and the ogee section at the end of the Improvedchannel. The flow passes from low velocity tranquil flow to shooting flow at hiher

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velocity through each of these controls and is followed by a "hydraulic Jump"into a stilling pool at low velocity.

The stilling pool upstream from the bridge will range In depth [romabout 10.5 ft to about 14 ft. The velocity in the pool at a flow of 9,000 cfewill range from about 7 to 9. 4 fpe. The velocity at the control just downstreamfrom the bridge will be about 15.2 fps and the depth will be about 7.2 ft. Thedepth krll dacrease rapidly down the sloping bottom to about 2.25 ft near thebottom of the slope, and the velocity will Increase rapidly to a maxinium ofabout 49 ft per second. The Jump will occur near the bottom of the slope toa depth of about 17.5 ft through the downstream pool. The velocity in thispool will be about 6.4 fpe.

The purpose of the hydraulic jumps at the upstream ends of the stillingpools in to dissipate the kinetic energy of the water which is developed by thefall over the control sections. About 11 ft of head will be dissipated in thefirst hydraulic jump In the stilling pool just downstream from the spillwaysection, and about 21 ft of bead will be cissilpated In the hydraulic jump justdownstream from the sloping bottom below the bridge. Another hydraulicjump of small magnitude will occur just downstream from the ogee sectionat the end of the Improved channel.

Since the hydraulic capacity between the bridge abutments and underthe existing bridge is adequate for a design capacity of 9000 cfs, it is notnecessary from the City's viewpoint to replace the abutments and the bridge.This structure is over 50 years old, however, and has capacity for only onelane of traffic. If it is to be replaced in the not-too-distant future, It shouldbe replaced during the reconstruction of the spillway channel so that the abut-iments can be integrated with the bottom slab. The City should confer withthe county authorities to determine whether the county desires to replaco thebridge during the construction of the spillway channel.

If the bridge in replaced, It should undoubtedly provide for two lanes oftraffic and for heavier loads. Consideration Should also be given to increasingthe height of the abutentsabo-t 3 it so asf to provide additiona) flood capacty.This cannot be done safely with the present abutments because nothing is knownalout the footings.

The estimated cost of construction of the proposed 80-ft spillway chanel

I $3 0, 400, Itemized as shown in Table 3.

Alternate 130-ft Spillway Channel

I . The alternate 130-ft spillway channel is shown In plan and profile onFig. 3. This alternate requires a completely new bridge, new bridge abutmentsand a new bridge pier in the middle of the channel. It itso requires a widening

14

TABLE 3. ESTIMATED COST OF CONNTRUCTION OF 60-FTSILLWAY CLA14NEL

Structure Excavation 10,700 c.y. 0 $2.00 $21,400

Earth Fill 7,600 a.y. 0 0.75 5.700

Compacted Gravel 2,600 c.y. 0 3.00 .7,800

eHemove and Dispose of ExistingConcrete Masonry &Bubble L.S. 20,000

Class 1 Concrete (W t s, etc.) 1,000 c.y. 0 60.00 60,000

Class 2 Concrete (Stabs) 1,760 c.y. @ 40.00 70,500

Reinforcing Steel 152 tons 0 280.00 42,500

Underdrains 900 1.!. @ 4.00 3,600

Lom and Seed 2 ,000 s.y. @ 00.50 1,000

C learing L. S. 2,000

Paved Ditch for Existig Culvert L.S. 1,000

Fencing 700 L.f. @ 6.00 * 3,600

Riprapped Slopes 1,400 s.y. 5 6.00 7,000

Repairs to Present Spillway . L.S. 10,000

Miscellaneous WorkAccess to Work - $2,000FloxbA Corut. Joints 2,000Protection of Works 3,000Handling Drainage 2,000Misc. &Cleanin up 211000

$267,000C ontingene and Enginrlin, 20% 53,400

Total $320,400I!4

| 15

.9 V

of the upstream pool, new approaches to the new bridge and a relocation ofthe road on the west side of the upstream pool.

In this alternate, tWe chamel for the downstream pool will convergefrom the 130-ft width to a width of 90 ft at the ogee spillway section at thedownstream end of the improved channel. Th1p will require an addition atone end of the ogpe spiflWay section.

The elevations of the tops of the bottom slabs and walls will be thesame as for the 80-ft channel. The capacity of the 130"-ft channel is estimatedat 14,600 cfs, which corresponds with a peak rate of flood inflow to the reser-voir of 20,000 cfs or 3000 efs por square mile of watershed. The hydraulicprofile will be the same downstream from the existing spillway section as forthe 80-ft channel with depths and velocities essentLially the same. The es-timated cost of construction of the 130-ft channel complete, including the bridgeand abutments and improvements to the road, is $535, 000, itemizcd as shownin Table 4.

4. Desilting Quacken RIU Diverting Reservoir

The Quacken Kill Diverting Reservoir on Quacken Kill diverts thewater from the Grafton supply into the distribution systems serving theupper high service and the high sorvice areas. This reservoir has a capacityof only about 3 mg whereas the supply taken from this source amounts to about4.5 mgd. This reservoir is subject to heavy pollution loads resulting fromthe runoff along the roads and the supplying stream between the Martin-DunhamReservoir and the diverting dam. Silt and leaves are washed into this reser-voir and most of it deposits on the bottom except during heavy runoffs.

Soundings have been made of the silt deposits on the bottom of thediverting reservoir and samples of water and silt deposits have been collectedand examined. The silt appears to be a mixture of topsoil and leaf and twigfragments. The top of the silt in the reservoir was found to be very lightand fluffy and was easily placed in suspension by means of an oar passedslowly above it. It is thus subject to scour and movement from place to placewithin the reservoir by means of convection currents and currents due toincreased flow during rainstorms. This silt is undoubtedly carried into thesupply pipe from time to time.

Table 5 shows the results of analyses of two water samples collectedon June 5 and 6, 1958, one just upstream from the Quacken Kill DivertingReservoir and the other at the entrance to the supply wain. The stream flowat this time was approximately 60 cfs or about 4 cfs per square mile for thetributary area of 17 square miles. This flow is probably abou twice the

1

TABLE 4. EBTMIATED COST OF CONSTRUCTION OF 130-FT

i SPILLWAY CHANNEL

4 Comm on Excavation 13,600 c.y. @ $0.50 $7,300

9 Structure Excavation 18,000 c.y. 0 2.00 36,000

Eartb Fill 12,900 c.y. @ 0.75 9,675

Compacted Gravel 3, 00 c.y. 3.00 11,400

9 Remove & Dispose of Existing Masonry L. S. ,20,000

Class I Concrete (Walls, etc.) 1,560 c.y. @ 60.00 93,600

Class 2 Concrete (Slabs) 2,TGO c.y. @ 40.00 110,400

9 Reinforcing Steel 238 tons @ 280.00 66,640

Underdrains 1,3001.f. @ 4.00 5,200

New Bridge L.S. 32,000

Loan and Seed 6,600 s.y. @ 0.50 3,300

Riprapped Slopes 2,000 s.y. @ 5.00 10,000

Cleirng L.S. 2,000

Paved Ditch for Existig Culvert L.S. 1,000

Road Paving (includi/ Gravel Base) 1,600 s.y. 0 3.00 4,800

Fencing 700 1. f. 0 5.00 3,500

RepaLrd to Existing Spillway L.S. 10,000

Miscellaneous WorkAccess Work $2,000Flexible Conatr. Joints 2,000

i Protection of Works 3,000Handling drainage 2,000Misc. & Cleaning Up 2,500Temp. Road Crossing 5,000Removal of Bridge 1,000Guard Rals on Road J0 • 19,000

$445,815Contingencies and Engineering, 20 .89, 163

$534,978

'Total, say $535,000

Imean flow, aud will be exceeded about 10% of the time or 36 days per year onthe average. The weather was good during theperiod of collection of thesazples. The analyses Indicate a sligit pickup in turbidity as the water passes

through the reser-voir and a considerable pickup in total solids. This indicatessome scour from the top of the sediment in the reservoir.

TABLE 5. ANALYSES OF WATER SAMPLESCOLLECTED FROM QUACKEN KILL RESERVOIR

JUNE 5-6, 1958

Above Reservoir At Screen House

Free NH 3 0. 040 ppm 0. 040 ppmAlbaminoid 0. 12 0. 16Kjeldahl 0.17 0.22N0 2 .000 .000NO 3 0.10 0.10Color 25 29Turbidity 2 4Total Solids 33 43

Figure 4 shows a plan of the reservoir with shaded areas shown atvarious cross sections of the reservoir to indicate the depth of sediment atthe cross sections as determined by the soundings. The volume of the sedimentis estimated at approximately 123,000 cu ft and an analysis of the sedimentiddicates that it contains approximately 27.5% of solids by weight. Our studiosindicate that this sediment Is the accumulation of several years. The removalof this sediment should result in a temporary improvement of the wator quality,but there is a question as to whether this temporary improvamet Is worthits cost for the reasons given below.

From a study of flow dation curves of similar small streams, we es-timnte the mean flow at the diversion dam at about 17 mgd, the flow to be ex-ceeded 10% of the time at about 44 mgd, the flow to be excecbdd 5% of the timeat about 66 mgd, the flow to be exceaded 1% of the time Pt about 121 mgd, andthe five-year flood at about 1470 cfs. The detention periods and mean velocitiesthrough the diversion reservoir for these flows are estimated at 4 hours and

Sfpru, 1. 6hrs and 2. 5fn, 1.1 hrs and 3.8 fpm, 36 minutes and 7 fpm, and 5minutes and 1 fps respectively. Based on these figures, we believe that atleast 5% of the time the infhlent to the resorvoir will be of poor quality and will

have inadequate settling in Ve ruseroir. Where the flow decreases below the5% flow settling will.improve and both influent and effluent wl clear;, but whlken

iI 7

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I

the flow increases above the 10%) flow meorial previously settled will bepicked u. Hence the Improvemeit in water quality to be effectad by removalof the deposits may turn out to be of very abort duration.

If a filtration plnnt is constructed for the Tomhannock supply, it isprobable that filtered Tombannock water will be pumped into the high serviceand upper high service arpu and that the Grafton supply wilrbe held inreserve until needed In the distant future. At that time, it is probable thatwater from the Grafton supply will be liverted directly onto the Tomhannockwatershed. The sediment in the water from the Grafton supply will be of no

importance in this case.

UIthE City elects to clean the diverting reservoir for a temporary Im-provement in the water quality, we recommend that the sediment be removedby means of a pump mounted on a raft to take suction through a hose loweredinto the sediment and to discharge through another hose into the streamdownstream from the spillway. This work should be doai during the springranoff just after the ice has gone out at which time the flow should be higherthan the mean flow. We recommend that the sediment be pumped during aperiod of about thirty 8-hour working days provided the stream flow At thereservoir Is not less thqn about 30 mgd. Under these conditions the suspendedsolids in the water downstream from the spillway should average about 900parts per million during the 8-hour pumping periods. The water will clearup during the 16-hour period each day when the pump is not In operation andit will be clear over the weekends. A pump having a capacity of about 500gpra will be required, with the suction hose lifted at frequent intervals so as topump clear water for flushing.

Quacken Kill flows southwesterly for a distance of about 7 miles from

the diverting reservoir where it discharges into PoeFten Kill. It is a rapidlyflouing stream dropping about 425 ft in the 7-mile distance. Poeston Rillflows westerly for a distance of about 9 miles from the mouth of Quacken Killto discharge into the Hudson River at Troy.

We have examined into the possibility of danage to fish life by the highturbidity caused by the pumping of the sediment from the reservoir downstreaminto the stream itself. Studies reported by Clarence M. Tarzwell of the RobertA. Taft Sanitary Engineering Center at Cincinnati show that the turbidity mustbe very high before it exerts a directly harmful effect on fishes. In sometests direct reaction to turbidity did not appear until it reached 20,000 ppm andfor one species not until it reached 100,000 ppm. Most individual fishes of allspocics enchured exposure to more than 100,000 ppm for a week or longer, butfinally died at turbidities of 175, 000 to 225,000 ppi. If the sedimcnt in thediverting reservoir Is pumped as proposed, the t,'.blity downstream there-from should not exceed about 1. 000 ppm. Inasmuch as the sediment is conposedentirely of matter which flows in the stream upstream from the reservoir, thereis no reason to suppose that it would be harmful to fish life In au, other way

I

4 19

than as exhibited by the coa~entratlon. If the City elects to pump the sedi-nient out of the reservoir Iit6 the stream, permission to do so should be ob-tainted from the proper state authorities.

During the period of punping sediment from the diverting reservoirit will be ncossary to talte water upstreani therefrom because the pumpingoperations will stir up the sediment and make the water in the reservoir unfit

for dr-inking. It is proposed to construct a small temporary dam about 1400ft upstream from the screen house and a temporary pipeline therefrom on top

of the ground to discharge Into the screcn house just upstream from the screens.The sluice gates at the gate house will be closed entirely during the pumpingopvration and water in excess of the demand will be discharged into the reser-voir and over the spillway. R is proposed to have a pipeline capacity of about8 mgd, so as to have a flow in excess of the peak rate of draft. The proposedtemporary dam will be of rock-fill construction with the top at about Elev. 870which is 12 it higher than the elevation of the spillway of the diverting dam.Thus, 12 ft of head %W be available for flow in the temporary pipeline_. Asigle 20-in pipeline or two 16-in pipelines, 1400 ft long, will be required dur-ing the cleaning operations. The estimated cost of the temporary works andthe cleaning operations is $33,730, itemized as shown in Table 6.

TABLE 6. ESTIMATED CO6T OF DESILTINGQUACKEN KILL D1VEIRTIMG RESEBVOIR

Diversion dam, construction and removal $4, 000

Temporary bypass pipe (20") 1400 ft long 7,000

Use of barge, pump, discharge pipe and otherequipment for silt removal over 30-day period 1.6,000

$27,000

Contingencies and Engineering, 25% _ 6,750$33,750

Consideration was given to an alternate method involving the diversion

of the entirc flow of the stream arouaid the reservoir and ramcval of the silt bypumping it into trucks and hauling to a suitablo d=:pIM area. This method Is

more expensive and is considered not feasible because of high stream flowsduring freshets.

Consideration was also given to removal of the silt by dragline and haulingawny by truck, kc epiag the dlverting reservoir ptmrped out during the sflt-removaloperations. This operation could best be accomplished durln a dry period in the

II.I

summer when tha stream flow could be controlled at a minimum, exceptd:riig frvshete. This method is approximately equal in cost to the pro-posed method, but Is not recommended because of difficulties that would beencounterc.d with high stroahi flows duriit froshets. Neither of the twonlternate plans described above would guarantee against the discharge ofsilt into the stream below the dam.

5. Improvement of Chlorination Facilitlas at Quacken KillDiverting Reservoir

All of the water for the upper high service area and most of the waterfor the high sorvice area Is tken intothe distribution system at the Quacken:ill Wverlrng dam. This water is subject to occasional hdgh counts of

coliform bacteria because of sewage pollution on th- Quacken Kill upstreamfron.he dam. The chlorination facilities at this dam are, therofore, ex-tremely important for the protection of the consurmers against Infections by

ntvo P+,a,diswcse germs. Ineffectual disinfection or a lapse in operation of.bo ci ,,', lanting facilities should not be tolerated.

In order to insure continuous and effective operation of the chlorinatingfacilities, improvements are required at this station. These improvementsinclude an addition to the building for the operator in attendance which iscon.pleteiy separate from the chlorine room and not subject to the hazards oflea ling chlorine. Toilet facililaos are also required. Adctional heatingfacilities are required to supplement the existing electric system which Isinadequate in extremely cold weather to prevent the freezing of small water pipeswhich are used for flushing the screens. In the event of power failure theloss of heat from the existing electric heaters right result in disruption ofchlorination. Better pumping and screening facilities are also required onthe water supplied to the chlorine machines so as to insure proper functioningof these facilities. Other improvemer.ts are required in the buildng to pre-vent the leakage of chlorine to the lower floor and to properly vent the lowerflour. A new sampling pump and piping is rquired to permit the taking ofsa nples from the supply line downstream from the dam for chlorine residualtests at the station.

* The estimated cost of construction of the improvonents required forthe chlorination facilities at the Quacken Kill diverting reservoir i $12.600.itemized as shown in Table 7.

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TABLE 7. ESTIMATED COSTS OF IMPROVEMENTS TOCHLORINATION FACILITIES AT

QUACKEN KILL AND VANDERHEYDEN RESERVOIRS

Quacken KillBuilding Additions $4.600Additional Equipment 6,500

$10, 100Contingencies and Engineering, 25% 2,500

$12,600

VanderheydenB ulding Additions $11,000Additional Equipment 3,600

$14,600Contingencies and Engineering, 25% 3,700

$18,300

6. Improvement to Chlorination Facilities at theVanderheyden Reservoir

The Vanderheyden Reservoir whlcu delivers water to the high servicearea is also subject to occasional sewage pollution. The chlorinating facilitiesat this station are therefore of equal imrportance to those at the Quacken Killdiverting reservoir and nust be kept in continuous satisfactory operation.

A new addition is required to this building to provide toilet facilitiesand to provide additional storage roox,. for Iihe. A supplementary beatingsystem is also required for this station to provide heat in the event of powerfailure. Iproved standby ptuiping lacilltics are required for the chlorinesolution wnter. A sunip pump is required for the Venturt pit and a samplingpui.p and line are required to permit sampling of the water for chlorineresidual tests.

The estL ated cost of construction of the improvements needed at theVanderheyden chlorination station is $18,300, Itemized as shown in Table 7.

Conclubions and Recommondations

Our conclusionh and recomr.enfttonx are suamnarized in the letter oftransmittal at the beginning of this report.

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ITROY, NEW YORK

REPORT ON MPIP:OVEMENTS TO WATER SUPPLY

,APPENDIX A

Report of Inspection of Controls for Permanent Opening Through Dam

Toxuhannock Reservoir

June 23, 24, 25, 26, 1958

June 23. In the afternoon the five-foot diameter riveted steelpipe was filled by means of a 3-In Homelite pump taking suction fromthe reservoir and discharging through a fire hose cormected to the south-west 4-in valve on the header on the discharge end. Pressure was builtup to 15 fsi at the header and the 4-in valve closed.

June 24. MoC onber and Crosby, divers, were on the Job. Pros -sure was built up to 25 psi in t~e 60-in pipe, (3 psi over static) whichunseated the valves, causing air trappet under them to bubble to the sur-face. A rock with a line tied on was dropped over the bubbles as aguide for the diver, and the pump stopped. A small barge used to treatthe reservoir with copper sulfate was made fast between the shore andthe line to the valve. The diver tA1Uowed the line down and by againstarting the Homelite pump to force air out, be was able to find the loca-tion of the valves. He found the first pier on the valve stem and trans-ferred the line from the rock to the northeast valve (No. 1) stem.Inspection: showed that silt had built up level with the head wall and waspacked toq hard to get to the valves. Anticipating this condition, a firepumper was on the job and the diver had brought a jetting nozzle to beused under water. By using the aborve, he was able to loosen the silt onthe valves, but had trouble getting rid of the material due to Its settlingback on the valves. He loosened the hard packed silt to a degree that thesouthwest valve (No. 3), which was the one everyone agreed could beoperated, was cleared. The diver came up. Pressure was built up with-in the pipe to 25 psi and No. 3 sluice gate opened 300 turns. Static pres-sure at the discharge header was 22.2 psi. The southwest 30-in gatevalve (No. 1) was cracked, closed, then fully opened. Pressure In thedischarge header dropped to 2 psi with a flow estimated at approximately80 cfs. The 30-in gate was closed after allowing water to flush about 10mint&s at full discharge. While flushing, the pmnper was started in or-der that the unattended nozzle could stir up silt In the vicinity of thesluice gates.

4

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I

I) June 25. The diver went down and made an inspection of theopened sluice gate. The hose and nozzle had been drawn into the gatewhile flushing. This was withdrawn with some difficulty and morejetting done to clear up the area, the mud being Jotted into the openedgate. An inspection was niade at sluice gate No. 3 (attached). Therewas still too much silt to properly Inpect No. 1, which was reported

to have a broken stem.

The cement bags reported to have been placed on the gates werefound neatly stacked under the stem of No. 2 sluice gate.

The diver came up, No. 3 sluice gate was closed and leakage de-termined by cracking a 4-in valve and observing the pressure drop. No. 1sluice gate was opened 224 turas wiout difficulty after raising the un-seating pressure of 25 psi. 30-4inch gate valve No. 2 was fully opened,

as befpre, flushed, and closed. The diver descended and made an In-spoction, finding all of the gates clear of slt, and sluice gate No. 1

open. Everything seemed to be In order, sluice gate No. 3 was completely

' clisea, so the diver proceeded to inspect the stems up to the point they

entered the gate house substructure. He found sediment piled too deep and toohard to inspect the stems between piers 7 and S and from pier 8 to the gate

house substructure. When he came out, sluice gate No. I was closed.

June 26. The diver went down with the hose to try and clear sedi-me nt away from the stems at the upper end. The nature of the materialwas such that it would fall right back after jetting. The diver said he wasnot getting anywhere so he came up. He brought up a handful of material

about 1/16" in size resembling stone chips or dust. He said the materialwouid have to be removed by suction hose or an air lift. Gate No. I wasclosed and lakage checked.

The opening of sluice gate No. 2 was begun after raising the unseat-

ing pressure as before. After opening 109 turns It stuck. The valve wasclosed 30 turns and opened 34; closed 10 and opened 14; closed 5 and opened

8, making a total of 120 turns opened. When closing, the wheel spun freely.

The diver went down to see if the stem coupling was catching on cement

bagi or If something was in the way of the gate, but found everything In order.

While he-observed the gate, the wheel was turned In a closed direction tocheck if the valve was closing. Everything seemed n rder. The diver

came up and the gate was opened a total of 250 turns b alternately opening

and closing. The 30-Lnch gate valves, No. 3 and No. 4, were both cracked,

closed, then half opened, allowed to flush and were closed. Sluice gate No. 2

was closed and leakage chocked by crackIng one 4-in valve and observing

the pressure drop. Leakage was negligible.

I

. " "

An inspection of the outer face of the headwall where it extendedabove sediment (silt) revealed cribbing which may have been forms orpossibly a working platform for the original gates. Silt was too high todiscover if the original gates were still there.

Diving was under the timmrediate direction of J. McComber,Marine Diving Contractor, 82 Wlliamson Avenue, Jersey City 5. NewJersey. Underwater work was done by James Crosby, 1585 Whitq PlninsRoad, Bronx 62, New York.

II

.i

IA

Q"' u+ i 11i- +I! .+ ' ""43 k

4i 0+ I9l- i ., . - cc -Sv .4da 1 9;

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fra Ne 90a

Tftr. Iam

Vim ifpttuS Ubm* beeno 344to t# *ksibeat e 19269.

insofar as Ue tlse wyo uajretion ef teWsleok,~ rvi~ um

this 19parment "oah or ts ssmthet abov s***eO Uo bEAve prints

1U that Mftber set of the AIRY* Otyi *PtJO 10 ftAWMIt

L. 1Sht Yon uatI4y Rivii ftalor 16 1, lbuti , Journal3wilang * helas AbanwLN. , non Week-Ia adv.naeThen MW~ Seetioa of the rismet dw will be eassa a&ready for rocte *reet leu.

a t a " rpart be sabaltei to this departmnt by yourmnie**, as *002 as agoortalD9 for Mny seetios On the

depths of the Rs-tatoraet $staf Wheb SUPPOVOOts dew1~etiesa out of tbo M*nfereed SU uAt s tUe secsterof =a tho 14the penetuae s% its eslure1 -bO on MWedepth* of %be VPSTOWe. sheet -Ptlua M69l at stueSuasee of 0hi1 bee; "a em #he e ad the tboknss"of $be SI~teas No of the $or* Mbs Ue sbute

4. Ea ttu ti l one %a ~ea .. bm s.U of Abe bmat"be ~ 020 "Mittat emls pt 1140 of the bela all.

22~~j. 14,

'aIF

~ ~ ow

-Q-

4t. I

Ag"t M, 19*

Dm 110 Uea&8 oahaht 1 elks

4

Mareau of Water,Troy.

Gentlemen:

!lbe sanple of sand received at our laboratoryon August 19th and submitted for use in the concrete ofthe Tomhannook Reservoir Dw has been tested,

,hi results indloate that this san4 should besatisfaotoq for use in this work. Attention should be

k called to the fast that sincs more then 10 percent of theSsample easee a number four sove the eoarser portion ofthe sand should be oonsidere as gravel*

Yours very truly,

Roy 6. incsh.State Rngineer,

A -,eistant Deputj

I ARXoKICH

' IfIiI

STATE OF NEw YORK

* DEPARTMENT OF STATE ENGINEER AND SURVEYOR

EA9TERm DivisioNJOURNAL BLDG,

qALBANYSUBJLCT:

Augnat 26, 1926.

Hon. Roy G. Pinoh,$ State Engineer,Albany, N. Y

Dear Sir:-

Enclosed you will please find report of results of tests

i of a sample of sand from a bank at Johnsonville, N. Y,, submitted

as proposed for use in the repairs to the spillway of the Tomhannook

Reservoir of the daterworks system of the City of Troy, N. Y.

These results indoate that this sand should be satisfaotory

for use in this work. Attention should be oal'e& to the faot that,

ainoe more than ten per cent of the sample passes a #4 sieve, the

ooarser portion of the sand should be oonaidered as gravel.

Yours very truly,

Sen. Asst. Engineerin charge of Teats.

III

II

STAz ow Nsw YouxDzPAtTMzNT OP STATB ENrINSiR AmD Suxv.yoa

TasTjinG LABOjtAvojrr~AuBAwT

Tests of Sand from ......................... ........................................ bank at .... ....... . Y.for use on Contract ? ""

..... :!n ....... tY .et

Contract Sample No .... __ aeniv at Lboratoy.O,,... made up.. .....Sand is Maw .. W- .. -- , - -. , -,-.---s,,_...&... ... .. ... ..;. ...... .......... ... .... .......... .....................................

Percentage of Voids... ......... ..... ; Loam ...... 2 ....I ....................... ; Organic matter..... . ...................

Parts of sand to cement by weig* :-.......-.--..sand to x cement. Per cent water used..../ ..................bulk

Temperature of water used in mixing ........ ...... Fahr. Briquettes kept in moist air 24 hours and then immersed.

Cement used in tests ......... . .. ............................ This cement tested as follows:-Ses dee mied b V ca n e le :-l ita, i n ............ ----- ........ .nn . hard, fin ............ = .......... ..... mrin.}

MSets (determined by Vicat needle): -Initial, I M.r Max. requirement 6o0 in.

Constancy of Volume Tests :-Normal air ......... . .......... : Normal water ........ . .......... ; Accelerated ..... -------

Fineness (per cent passing standard sieve No. zoo) ................. (Requirement, 92%)

N O . .No. 200) ...................................................................... (Requirement, 78% )

I TENSILE STRENGTH IN POUNDS PER SQUARE INCH SIZE OF SANDi STANDARD SAND NATURAL SAND WASHED SAND PASSING SIEVE

.7 Days 8 7 Da 28 alDays 7 Das as Ds No. Per Cent

l-I

I 4Z 4, /0.o

____ _ _44.

-. - - -_ _ 4Z -AA ,06.

; . 79 . .oI ;., fo .

utI cN KT , i a his it a en froM Ae = O ,. .................. ..................... ie.4,,

... .. . .... . . .. .... ...e... ...d s. ......t. . .

Sr. Ass't Eeger in Ckarge of.Tess

Dam 110, Upper RadomSchalht iooke,

IBureau of Water,

g Troy,

Gentlemen:

This department aoknowledged the receiptof five prints for the reoonstruotion of the Tomhannook~Reservoir dam, fulfilling the first requirement of ourletter of Augut 2hA.

Yours very truly.

Boy G. Pinch,State Ungineer.

Deputy state ngineer.

I Copy for Mr. Volta

IIIIII

----'~.1

ipro.i or mWie

viiere not broee 1W the spIlLw~ seetion uhouA6 UOat least qOM1 to I/it tbO wwtlsal 40]ptb Of the Sat-mnt at5 that poift.

6. that the abutments from te now Spetreaf *beet Vpiinenitoff to the ovwe lls eM the sere wall* aboull be*arried to rook or maleiently deep Into the nAturalbad to vrc -%st any seemise.

This a-Two, 1 shall niot be 4e9M to aUois* myiSw~asion of proerty lplghts,, eitber pubIS. or private, In carryingmat the above work; nor to *rest* w any mUA or 6emant againstth Btate of low TorIk; nor to authorize the n3ooding or use of*a! A lands, nor to sequisnoein the TI odt- or use of mmoh lands.

Tbire is *rv3i.osod one set of tbe ubove Iyrints stamn e4witb %be aj-proval or this lisaente

Xindll acknowledge the reept of thia letter atid o' ther-rint.

Yours 9ary trul~,

-Roy 0. 71110h

s.itate )1eaut.

Copy and6 Print to

copy to 0. Sas-ton TrompsongZ6? IrOSAdWOa,

'-'4- 0oo"'mTAT& OF NEW YORK

DEPARTMEINT O1~~tatt ngnsr an auru tor

ALBANY

.. . ....... .......................... ................................ D matersh ed

Fo. .ntion inse.te ..................... ............. eral No... 1 ..

Foundation inspected--__. -........

Structure in.pected ...-. ................. ................................

Application for the Construction or Reconstruction of a DamI Application is hereby made to the State Engineer, Albany, N. Y., in compliance with the provisions of Chapter

LXV of the Consolidated Laws and Chapter 647, Laws of zgrz, Section 22 as amended, for the approval of specifica-

tions and detailed drawings, n rked ............................... --.......... . ..............................................................

her with submitted for the of a dam located as stated below. All provisions of law will be com-reconstructionplied with in the erection of the proposed dam. It is intended to complete the work covered by the application

a.. .t..dif o ............... ..

i. The darn will be on. .................................. ............. ......... _fowing into ...... 0 ... ..... k ....... in the

tow n of ..... ........ .... .. ........................... .................................... C ounty oL .................. .... qT.' ................

a ....... ----- . ....... . ut ....

(Give exact distance and directior from .k w bde dam. villit e m- m e--s-roads or mo.th.. ..... s m.....

2, The name ahd iddress of the owner is . . • ... .. .I 3.The dan' Wl'. be use o .... ." .................. .................... ................................. :

1 4. Will ony part of the dam be buil upon or its pond flood any State lands?9 . ... ..................

5. The watershed at the proposed dam draining into the pond to be formed thereby is ......... .....................

I squre miles.

6. The proposed darn will have a pond area at the spillcrest elevation of ................... ...... . -..-.

and will impound .... of water.

7. The lowtst part of the natural shore of the pond is ....... ........................... feet vertically above the spillerest,

and everywhere else the shore will be at least ......... ... ........... feet above the spillcrest.

8. The maximum known flow of the stream at the dam site was .................. cubic feet pea second on ................(Dat)

9. State if any damage to life or to any buildings, roads or other property could be caused by any possible

failure of the proposed dam ................................................... .......... ................................................................................ .

................1. ....................................................................................... .................

io. The natural material of the bed on which the proposed dam will rest is (cay, sand, gravel, boulders, gmnite

ale, slate, limestone, etc.) ....... . ................................................... ..................................

In

I x.The material of the r~lt bank, in the direction with the current, i ...........................; at the spilicrest eleva-

tion tis material has a top sldI4 of ........................ inches vertical to a foot horizontal on the center line ofthe darn, a

vertical thckness at this elevalo n of. ................... feet, and the top surface extends for a vertical height of .. ......

feet above the spillcrest.

12. The material of the I#t bank is .......................... ; has a top slope of ............... inches to a foot horizontal, a

thickness of ................. feet, aW1 a height of ................... feet.

13 State the character of the bed and the banks in respect to the hardness, perviousness, water bearing, effect

of c xposure to air and to watet uniformity,'etc.................................................................................

. . . .. . . . . ...... .. ..... ......... .... ..... ................ ....... I. .......... ..

--- --- ------- *........----- ----- ......... .... .................... ...........14. If the bed is in layers. are the layers horizontal or inclined? ........ ......... If inclined what is theI dircection of the horizontal outt"OPPrig relative to the axis of the main dam and the inclination and direction of the

layers in a plane perpendiculai to the horizontal outcropping ............ .....................................

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

i 5. W hat is the thicknesr 4f the layers? ................ ..........................

6. Are there any porous &ans or fissures? ................................ ............................

S............... ............. .... . .... . ....................................................

17. WAsTEs. The spillwi of the above proposed darn *i be..... .,.O. feet long in the clear; the waters

will be held at the right end bN a ..--- .................................the to$ of which will be ....... ........feet above

the spillcrest, and have a top v.idth of ..... t.k .......... feet; and at the left end by a ........... ..........

the top of which uill be ....... 1,1 ....... feet above the spillcrest, and have a top width of ...... ....... feet.

J 18. There will be also for tyod discharge a pipe ....... ii es inside diameter and the bottom will be ...........

feet below the spillcrest, a sluio -,r gate ........ feet wide in the clear by ........ feet high, and the bottom will

be.... .... feet below the sp""cest "

i9. ArRoN. Below the pr, i °sed dam there will be an apron built of ....

feet long aross the stream, .. .... .... f................. wd -... ...... I" thick. The downstream side of the apron

will have a thickness of ........ . feet for a width of ..... .... eet.

2I. PLANS. Each applicV'ln for a permit of a dam over 1s feet in height must be accompanied by a location

map and complete working dr .hngs in triplicate of the proposed structure, one set of which will be returned if they

I are approved. Each drawing F,.,uld have a title giving the parts shown, the name of the town and county in which

the dam site is located, and t armne of the owner and of the engineer.

The location map (U. S. C..ogical Quadrangle or other map) should show the exact location of the proposed

dam; of buildings below the di- which might be damaged by any failure of the dam; of roads adjacent to or crossingthe stream below the daM, gjw.. the lowest elevation of the roadway above the stream bed and giving the shape,

'I

,- ; . . .

the height and the width o1ftw openift 0 'an'd of any ftnI 01' j~ qo~ I~

oe.Ao indicte the character and iuemade oftegon dwt mm"rhe complete workdig drawings should give all the dimenskom neoemmy for the ca lto of the sAbsW~l

i of the structure, and all the information aslW for below under" Sketches" 7bleretmybemattacdt o tlmappficz-

tion any written reports, calculations, investigations or opinions that may aid in showing the data a n1thod

by the designer. State the assumed ice and uplift pressures and the conditions on which baud

1. SKETCHES. For small and unimportant structure, if plans have not been made, on the back of this

application make a sketch to scale for each different cross-section at the highest point; giving the height and the

depth from the surface of the foundation, the bottom width, the top width (for a concrete or masonry spill at is

inches below the crest), the elevation of the top in reference to the spillcrest, the length of the section, and the

material of which the section is to be 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 by their horizontal dimensions; the abutments by their

top width and top lengths from the upstream face of the spillcrest; and outline the apron. Also sketch an elevation

oI each end of the dam with a cross section of the banks, giving the depth and width excavated into the banks.

22. ELEVATIONS. Also give the elevations, if possible from the Mean Sea Level, of at least two permanent

Bench Marks; of the spilicrest for any existing dam on the proposed dam site, at the middle and at the ends of the

spill; of the spillcrest for the above proposed dam; and of the spillcrest of any adjacent dams.

23. SAMPLES. When so instructed, send samples of the materials to be used in the construction of the pro-

posed dam. using shipping tags which will be furnished. For sand, one-half a cubic foot is desired (exclusive of any

stone over J inch in size mixed therewith); for cement, three pints; and for the natural bed, twenty cubic inches if

of ledge and one-half a cubic foot if of soil.

24. INSPECTION. State how inspection is to be provided for during construction . ...

4 ...C..+ .... ... . . ...................................................... . ..... .......... . ............ . .........25. WATER SuPPLY. Are the waters impounded by the above dam to be used for a public water supply?

has an application under the provisions of Article IX of the Conservation Law for such use been made to the Water

Control Commission, Albany, N. Y? % 4VW . 1. %q OIL.

I

~I

IIIIIIIII

The above information is correct to the best of my knowledge and belief,

I ..............l "," pmons...............................................

I . ... .. . ...... ... .. i~ t . ... ........... ....... .. ..... o . ......a ............ ... il ;. bl. ~ .t . .....

F a N- Wv-9. 10-1-18W (14731 STAT E O F N EW Y O RK Serial N o .................

O IORDLE D. PRATT. DIVISION OF FISH AND GAME

ALEVADR MACOONALD, D IVISION OF LANDS AND FOESTS

O COU" bp' OhSE C. R. P% ieT , SUXSit a r.N'

A. S HOUGHTON, DIVISION OF WATERSmaIc t ARY C'l A *1, Pt .,~* twa. i.. tl

MN4&HYALL MCLEAN. DIVISION OF SARATOGA SPRING$Cl'.'. A' OANI, . J. G. JO..E8, in-4t , .fl.

/ CONSERVATION COMMISSIONALBANY

,/o O. '

APPLICATION FOR CONSTRUCTION OR RECONSTRUCTION OF A DAM

............................... .zY-.,X .. Y . ........ ........-- _------(AddrlSS of AppliCant)

App!ication is hereby made to the Conservation Commission of the State of New York, in compliance with

th, provisin of Chap. LXV of the Consolidated Laws, the Conservation Law. for approval of the detailed

s-1 ,-ficatin and plans, marked ...... Repairing...?ombannock .Spilway...Tam ...............................

hu ulmith st:,rittcd for the V t of the darn located as stated below. All provisions of law will beSre'onsitruction

crrnplied with in the erection of the said dam, whether specified herein or not.

LOCATION AND GENERAL DATA

Site of dam is on ....... .D.rhsk ... .................................................................(Name of stream)

a branch of ......... -i0.0.G C...RiY r ............................................................... ............................................ w ithin the(Name of stream)

li -s of the towa of..Schagat.imoke. &..Pl.t.tstol .............................. County of..,ens.ealaer ...........

.. n- b.l.ile.brm_.oeton .nd. ine R...R .... ... th .ee.. mLile.e... -- ............((-%e ap;,roxtate distance from well-knwn bridge, dam. viftc or mouth of etream. go that work can be located on map of State)

•. e r e . . . . . . . ........... ....... .... ................... ... .. . . . ..... ... ........... . . .... .. ....... ........... ................ . . . . . . . .

P't. i,se Cof da'n Overfow spillway ...for -the Tomhannack ReservoirL ...

Rea, .s for making changvs in existing structure ..Le k . ,...... ... Of.. apron

J . . .... . .. . .. . . .. ... . ... .... . .. .... ... ..... ... ... . ...... .... ................... .. ... .. . ............. .. . . . . . . .

... ................. ................, Dwapplicant ry

Q./Superintendent.

I _1

IINSTRUCTIONS TO APPLICANTS

Fill out the application in duplicate and send both copies to the Conservation Commission, Albany, N. Y.Each application must be accompanied by plans of proposed structure in duplicate consisting of-

(i) Location map (U. S. Geological Survey sheet or other map with location of proposed structure indi-cated thereon).

(2) Map of proposed reservoir showing flow line, buildings, etc.(3) Complete working drawings or such drawings of plan, sections and elevations as will make clear the

dimensions of all of the trcture, its connection to existing structures, if any, nature ofnatural foundation-etc., andt)ess diagrams or other analysis showing the adequacy of thestrength of the structure.

(4) Each map and plan shall have a title showing names of owner and engineer, name of county andtown in which dam is to be located, and nearest postoffice.

Each application must be accompanied by a report by a competent engineer, substantially as follows:

A dequacy oJ Spillway:Give estimate of maximum flood and describe method of estimating.Give resulting height on spillway crest.

Natural Foundation:General statement of geology of vicinity as affecting the foundation of the dam.Description and results of subsurface surveys.

Describe fully materials in natural foundation.(A) Rock-

(a) Mineralogy(b) Stratification(c) Seams and other physical characteristics(d) Thickness of strata

(B) Earth-(a) Physical composition(b) Physical characteristics (Perviousness, hardness, homogeneity, water bearing, effect of exposure

to air and water, etc.)Stability:

Describe type of dam and how destructive forces are met.Give methods of computation and results as to-

(a) Overturning(b) Sliding(c) Under-seepage(d) Undermining (sufficiency of apron and wash wall)(e) Sloughing of earth embankments(f) Overtopping of earth embankrnents

(Above should be given for each part of dam having different section.)

Ins pection:State how inspection of work is to be provided for during construction.

Send sample of sand and of each lot of cement to State Teting Iaboratories, Albany, N. Y., using shippingtags which will be furnished you.

"1

% 3,

t.4p,

W13. 25s V.&8

Supte of TWater *orkg*!hr.7. N.y.

I )MAC 81r2.Our Inspector of Doks & Var viited your

Tom-hiook 3Rourvoir anL your VA~ethrnY&M fl*uWVGI

an the 11th of April. lb reports *Mat the .vsrk'%i~h

you Jay* dons on tbase dikim Is alq3pU repar vrk*

Tho approval of this Ooxzliaon would not, wilor these,

@ondItions. 'ae utpirado

I Yours vjx7 tioly*

O;flflQ.3 D9 PMTTv CordsiouoT*

Bye

I ~N / __________________________________________

April 22. 1918.

In re Damn #110 Upper Hudson atSohaghticoke, known as theTomhannook Reservoir at Troy.

IMr. A. H. Perkins, Division Rnglneer,

Conservation Commission,

PR 1 81 NT:

Dear Sir:-

I Inspected this dar on April llth and found the

I bed was of blue clay with a well cemented gravel under. The

dam has been repaired by cutting out the layer of laitano.,

the apron has also been repaired and put in good condition.

The work has already been done, and I ehould consider this

but repair work.tr wRespeotfully submit ted,

Ispector of Woke and Dums.

I!

.3 .S ---- --- -----

'

- April 12. 1918.

ST'. J. V. Diven,Ruperinteadent,Water' 'Forks,Tr". , Wow York.

i Dear Sir:-

In re. ?omhannook reservoir (#110

9 Upper Nudson) at flobaghtlooko:Te wrote you on Tebruary 21, 1917

.. enclosing an applioation blank for th re-

,*onstrition of the da of this reservoir.

Inspeotor Moam reported that you would sub-

s ilt plans shortly but we have board nothing

frm you, and we rind that the don has been

oapleted. Will you kindly advise us as

s. SOOn as poseble in regard to this mtter?

11:, Yours very truly.

I ,0"W IX RAT, ]UIRM.

JB

PebroAsry 21. 1917.

Mr,. . veYn, SuperIntendenat

1t ~Water Works,

TrW.S so ye

I Dear P.r:-

inolosed fiM .ap1oation bl~ank to be filledgutwd ubmitte t I his Comssion for &prval for the

Ireoonstratiof of the. Tooannook j@*v~,

I Sa. 1). PTT, Comumissloner.

By Division P.ngIn .. r *

Wnl.

rim

4601OIPr#46 Io

Usth. u -the ato

V I sent 6,400b s&od tuthe ra-

*4 60Ut an 1... moil.apetwk 000601.0 to Can -

he v W **m " qrtit existed.Ni Md *d-te do-I~: a4eb thorn In

ius A li

I . I a f ~ r, '.

crowle ~ej-a that waf rev.pr. %Al might be erpartiaL recon ruck.a of "a Twhic Sprun a daseo

eluding the washing @way oftand the flattening ot railroad ballbad.A. -as progressing sattafacto,end it was believed that, allWasn now Vast.

Sr taking prompt actionauthorities "tate that tysavedwundoubtedly voud.1 4 proved't

large expense to the cl~A BadBek

It will be remembered that Sotateadent of Watdr Worke'Dives,parted at a meeting of the boaKsontract and supply that therebad break In the damt and thatws denger that the whole sstructure might be so weaken"dit could easily be carried awayahthe spring Rlood* attack it. Notwas there a Assure about ninebelow the crest of the dam. butwas spurting up from lntenewee,theo pavement.

A32 Ewetremo Order.After the superintendent b54

Mittad his report. CommissionCrowley secutred the adoption ojtemergency order for immediatepeirs and the eflis of 460,004fixed an the probable cat.

The ofty 'was fortunate to adegree In seuring aid to this aThe ordinary local contractornot possibly take up the wrork tpmoment of meonding the nbafpanatomy generally of a giant odam which holds back mWhitsa'gallonus of water A"d so It wasrelief that the authorities. topuGreat l,.eea Constructionwhich Is doing work in thisready to take en the job. Andmissioner Crowley a"% they AX.

a sLe condities

A steel and IMqa fo*-f or-what tt really Mms to thoand a sort of ooffr-dam to theItinted-will bb placed Suet

thle concrete wort of the fto toback the p.rsours- of the waera,

cM isol n an brveatileo

JustwhttudteI=

Itaceill the iomned that 69e

tufime otl t op~ -uofi the weEexpertis who ha eenaotaato asswatean

nude pe amt WAh act

will eSOy &a aIWM not= niwalyt awll 0 V" *

Waf %a olir om

pawa"te e

*Aa~ ~.mplte t U su

* ~ ~ 9 0, TOM-.~ w

Itim"Uy a-o1m

mam a#an ftU

Immp boo _t

A em o tw ' etthat &S IPOo

at aafwflo#~owta *ogant the as

itiOn tt& b appefted Snage aokc Is -t for one gme TMs In136 arith WUat

,Itetwo spillwa 1A 'ha ocouft*4 In other ways of finance=.W io -sa" OW , iWOM the Seeat

am tkes mrt wee uadar-oustzuctiou frompalu nd restore Mhe spiflwmo to 0gq to 066 %ad01 bid ban dmini-* condition .11uerlntandeit I u(c Ud ' -t % h t of

intarwrks Dt~p andCpaminmbn- g the servIce otow It badof Pubtlic Wiaft Crwley -tated tiiall wat.

tuffaY Akt 9 MANIUetin the antso"glg umh ]Amy.efttrft, sitd upppy tb~ tM mq upeilatoqest IDirefsamid that at

consesece mtn Ieut. the P t thpo-of cout Wlt pas-

oplift-tflt, when ~e *~ sible, boa&of by. Th~ im to9445 0M0. 0 Wa 4heiW vedeveh Vow th IMbe %arm~ed first 04a torug oerauin t ltc a .ituatkesa-betweentwan

al~a torogh verauluagall three Wawao XPUMe at water aresods1nger for the present woula 134 ca ink dI-1Y.If'!aY with Which would jeopar- -AwofbnetJ~t -ad4fe

rogoyty &ad -even lives -duo to a, Y~ B~. tat d what hadea.king sway of tit. spillWa&Y whiah -~g ~tr odtotthat Wei

olsueycarry before it the me-4 all was donwe that Troy W."ld co .t-nd simelY and a orrent Wol bie 1Y hALVe IL plattlttl supply Of OneOMooaed tJ rdown hill and mos watar.*tht a 0

)ut We bAy. had to accept all thoeeNeeaglnedaW Att~wftho .' ie&e sa to Pay tor them. It to

Two of 0h t.. known *xpor.U hk, O'-idecace that mulalklfties in thissan COIL Uctlou In the United siatee ZUU should be awrake to the SO-

woe called in by thle city and they &nability of apoatiltu btaomasn-agers for~tbelr affair@sgo that One int-

report the condition so, ajous and COating administration Will not i~bhetteedlng immediate attention. Accord. %. lot of mioask made by the outgo-

Ing to both Commisioner Crawley hIg~eand Superinteadent Divan the fault ..- "

IWOi to the door of improper con--r~se -not~ etrorg enough end the

ar/ACts Of 1.11 .oil too light to standApunder a~ daorn algainst whit bit-

e ona of gallons of wiAter were Preow

* Ma&yor Burnsn. Vho Presided at theDEat of the board, explained that

this aork was done by a, formerItnistration anid since he had comt.tthe responsibility at running the

y'a business he had been forced

"erwrks' system What -itexpend.abodtthe2en00was0notaie

the work of repair* close wouldfrom. $50.000 to $10.000.

ewr46MenlnuuGaos

above the level of the anyanpunde eleven billion, seven bun-

million gallons of water. ThisI ~ toI the source of supply of thetmPart of thsenvit. with the ex-on of that setion in what mightMy be toirMed that of the sop%or is Albim.1

dret danger br Soad inpowmnedthigratlake to rua

ofthe spillaygac . Ino Whocspillways empty Iin turn low Itiloosick river tear' segllttleeo.

ter for the usual Vargeees-lin- l -- in thee the

taindet.. •t we %a4 to Sfcept all tNoshdm ZJu dWt.Attest§, , h0t, andt to W top tbom. ItlTwo ofrlae aset known o that ameunetnuitle In

-, It ghoul# be swsab to thedamr n co to the Uinted hI bllty oa estnttag burnslwere caed in by the city IMA !tbW tor~thera aea that o03report the condition an asoU, nld Xiln 9A4 tftreti@o will not lnbneedirg Immediate attention. Accor4* T t of mntakes made by the ouIng to both (ommissionor Crow .' *."and Superlitendent Divan the *.,

w al tw the door at Impropo q0pftuIdoto-narmely that the con-ws* rt . strong enough andtbhracter o tile sail toe light to aup under a. dan against whilions of gallone of water were pIng.

Mtayor Burns, who presided atmesing ot the board. explained tal thia iork was done. by a toadrnintatratfun and tince he had qInto the responsibility t ofrunn .city's business he had been foto expend about- 1826,000- td{ this waterworks' system what-should be. and the end wa notsight evidently, as It was caloIthat the work of repairs alone wmlcost from. ;0.000 to $40.000.

O. k . Grn Ieven Billion Gallons.T"'t Tomhmnnock reservoi. Is-

'feet above the level of the cityImpounds eleven billion. seven hdred million gallons of waterwater It the source of supply ofmain part of the city, with thecaption of that section in what mailghandily he termed that ot thesteamer in Albia.

The direct danger trom Gloodcase of these spillways .brealdne doand permitting thin great lake toahead would be to the Tomhannovalley. as the Thmhannock into whlithe spillways empty In turn flow Inthe Hoosick rier. near' 8chaghtIo

,'_ie "danger t the city. f Tr

water tor the usual purposome ways a famine-and theedanger from ftre due to Isufficpreware In the main&

It wiL be recalled that thisspillway or, rather the one ondome spot gave way Is "1to anlarge amount of damage wadoneproperty in the valley. ]EIrdge wepartly carried awar an4 r ttracks washed out.

Dlscov red a Week Ago.Superintendent Divan * told

mermbers of t board that the Iwas dIscovered a week ago and on.ntstllgt.u ho. found that there wassrcrack In the direg darn abt " eteet elow the crest. water "sgurting out. tidt dribbling out, ah0Ing that It w~a ev*dent tIlt the worhad given away on the r Adethat 'he water had adually tWay Inside unUl the prsreenough to crack the coerotoand make a casca4.,

e sald the danger wee lunles Immodiate stoe n Sehemdot 4 contratarat weri adthe necessary repalse. 5pout Divan maid that he bad sme,report of tbs matter aW jthe servlcee of two ot the b"t ha

"Perts [it the Us"td Slat e.

atot. ewS eew oerk am

'Im

'1' w of . .i ._-

epor~ofWatr Wrks pcrlmtcindent Made to,'the Board of Contract ana'lSupply To-day-To ~rced at Once With Repks-.Large Amount of

Water tocpg tM11ybr a WjeekPast j tatlon Serious.there "A, -large efcti.tbld m io 8i of water. This 0~ OP43ways an~ built to of too light

of Aho two spillway aam. at tI ewater In the soucew drisapply of the haatr.'a waterworksa system an u cato a, oth "oonP ith W th - ltweed the two spillways in A

medite tepearetakn touta han~lyin hat iht ?eant of concrfte. ft bs believededt ttpsaattke of the Kepe the water In both going through

sir ad estreth mlliyto9 et Un AI& work of the ~rtspillway and alsoco~idio pperintenet'. 'The dirict" danger *oni al~ 116 le under It. Vm this pavemnent tocane of these apiliways braigdo"n rs up In spots and water Isspurt-e1rok 69 Iv Co 111o- and jOennittng shim t ake ts giarsh .into the air. '3 of Publir=,,c W- W aew ttd 'ahead would be, to -the Tomhaac 4on..At a xwil of teboaf4 val~ley. an the b. No Presen ta~Wliiieh

*1we P 11f im n thu fiaw".eto Speritezident, fliven maid that It

wateratan Mot the mmml 'bec-d spin flood wol erl Oe.onfract ndu cs that remolt An 4h-ode A both his opinion and that of

oti Cnlq~ C. ~ti.illtIn The dupgarlto the ;Iy.s.leloner of Public Works Crow.sprnw4me whe the annual hould the ezepto tw W!- and'the two experts that' at pros-~wacome. It was thought that summry "Olliqn --would be & look t there wan no real danger, hut thata Ithoi~pugh overhaulng aSU "- brne w%a ga " m -a thee 0 odon that the eitv could In no

I daqWe for the, prement wojald be dangsr fremm &oe d 4. aff~is ysord to stand. Therefore It watam awaw-with which Wwael jeegsal- vremoue In 11he dMIted to get to work and make the

"do~ *Vo Uv B due . toa 'I will bq rs'aalea$ thi N ry rwospillway qir ftaber thei I'M on"~ ayr Burne mid that It we.sway Of. the PiWa *Mo* e"me spot gave way in I4OOd for great rertb teame*d surely carry before it She ee- large amount of d emweontha t had hpene admn

- #bert In he ~ley Brigs9.~m amething Was in line with whatto go"" EOfl dW partly carried away and relr~ eurred In otherwayn of finauct

traditm washed out, *w which hi vadiftintotraton hadft Sn Uat ^ttlj DlecoowAm a We& Ae. Ofean for. - He maid the preet

Or~erinet Divan told the was under conxtruction fopw to&b Uiftd &V ws iscveeda ee ag ad n n. had had to stand the cost of

In by -the city and -they yestigaition he found that there Wee a ng It In shae" to meet the de-

dSuperintendent Divan the Ut u that It was euideW that the work@ Sluperintendent Diven maid that ILII lad to the door of Improper gotd givean away en the dame qvde end Pe prement time-of course all poe-ution--namely that the conc tOAt the water had rdmaef Toreed a ehaving been donet by hIm to

not st n on I Lod the way tiide -uanIp the pressure' was ro what might be termed first aidarcter of the soil to Ught oiagt to lerack the concrete faons euca alstuation--between two Lodnude a arnaganstwhic hi- mke Sa . I million X6e11o08 of water are en-

aeof gallons of water were pr~me we Maid the danger lias timiaat dafty.vinlem. Immediate 49e" were takest to riteandeat Divee said afterI aor Burns, who presided at the acontractor q4 Work and Mike or Burns recounted What hadetnX of the 'board. explained that "e*cmki imalr. fluperinteed. done by him to place the sytemIs hl work was done by a ft 4ee t Divern aid that he hbad _=.2g Is- vatoftactoy eondlbtou Ghat whenministration and since be had am" ;%port of the mattwerad had en1 e 10, wMe daMe thiat Troy woud ertain-othe 'reMpondmlllty of running the ahe servies of =06 f theb setknw yeaenfuapps of ies a businem. he had been ferced Stts anw W011iei MAPPV Oedtaxpnd about $86,000 tomk t n" AI *5W Ithe 40812M r on the. Dam aft "Yea that is ee%

Watyerwosrea fAram Ifbt -t da m f e okct aehdtt

Io VdteedWsI ng *= I

Ju3LY no 1117.

I

mr. 1. W. Diven

Superintendent*, Vater Works,

D . I - Troy, 1. Y.

I Inspector NoEim visitd the Tombannook

reservoir on July 1?.

J As soon 8 the oosdition Is aseerts.neA

and the plans are ready for the rsoonstruotion,

send us a set of prints asd %be aoopleted applioa

tion blank whiob we miled you on 7bruary 21.

Yours very truly,

ONORG. 1. PRATT, OOV1NSTO ',

J DIVISBO 201 MU r 1Nl.

II i

IS+-o By

+ + *e'ii "GI M

* i

mr. A. 1. NPerkim Division Ungimer,Conservation Cemmission,P RI it.2 W To

Dea Sir-

The following is report of work done by me during theweek ending Tuly 32, I01:-

Suly 17 - Ineot ed Tombannoek reservoir ef the cityof Troy. The row of steel sheet pillng had'been driven up stream from the spillway andmen were at work eutting away the back partof the spillsy In order to determine howdeep the water bad seepod through. Therewas a crack I feet 4 inches tam the topof the laitanoe which is vory soft and con-tains conidersable dirt. The Malure ofthe dam was probably due to this laitanoo.

Inspeoted dam #9 Nohawk at Waterford tooorroborate report of Assistant Prudhon.I found onditione fair and probably sobarn would be done If dam went out.

Inspected 4am #15 Mfohawk at Cohoem and foundthe work finished and In-operation. The con-dition is very good.

Inspected dam #224 Mohawk at Marlaville andfound it in the same condition, no work hav-ing been done since my last Inspection.

July 16 -- Inspected dam #369 Mohawk at Rat Wind'am.Found the work finished and apparently in goodcondition.

Inspected dam #418 Xobawk at Vindhan to sor-roborato report of Assistant Ryde. The damIs In poor eandition but no harm would be doneIf it went out. The dam will probably be rebuilt but set this year.I

ok ndiY 17

July 19 Inspeoted dam #448-a at Rioboondv'll0. Thedam was finished and the concrete good. on& limestone ledge bed. Maximum height of

9 the dam was S foot Instead of 5 feet as perplans. It Is a thin dam U1 Inches on top,3 feet thick and 5 feet down.

I Inspeoted dam #410 Mohawk at Cobleskill.Wo work has been dons on the reconstruotion I

9 and It probably will not be rebuilt.

nspected dam #40? Mohawk at Cobleskill andfound that the thin retaining wall had boonbraced by timber. The work has not beenparticularly well done but there Is littledanger in oonneotion therewith.

Visited Mrs. Daniel ,. Vrooumn of Sohoharieconcerning th# reported construction of adam at Sohoharie. It is not proposed to con-struct the dam at this time.

July 20 -- Inspected dam #298 Mohawk between the townsof Charleston and Florida, Montgomery County. i. €'_zNothing has boon done towards the rooonetruo- 1tion of this dam.

Inspected vicinity of the site for dam #42?Mohawk of the a ity of Johnstown. The soilhere is lowsa earth with sane bolders, mostlygranite, from a glacial formation, but Ifound no outcropping of any ledge rook, andthe excavations will havv to be carefully

watched to see If there is any such.

Inspected dam 1446 Mohawk at Rookwood. Ifound the gates open and no water impounded.The dam proper and the apron were %pparentlyfinished. So work has yet been done on the

i curtain out-off.

Next week I propose to continue my work inspecting the

I left side of the Lower Hudson.

i Respectfully yours,

IWSPUCTOR OF WCKS ANY) DMS.

11a-- M oKul m I a 1 ltR (.mm . ... .

MU V -3 - -ACCI fbW

its OW m to am the abns thm

UlftolIE"t Dtv.. "m that be

'814 fto -~alu wfth -*

wi.,ue at b

ItO VtWAso Was&Ut

tair si offha -A be mla-ot b %ws4"Il o "'Wo

q TOnAhnnosk rweeerl. where be O Wtovasd a leek had occurried Wham MUaloed thug be found8 11 * the sow'MW daft. about aetest beOW tbe49 Mhe dam It Waesu~s V= waite.to a aboos tim It w"e *fa thalath hsA re"Ited In an srft,6,4w~ nde the inectia - am- ontvir. "oe danger ft theE of the dam was at awne awaremttsnob a thine 'hapoened: It w~ioealed awayp tndoubtet &hot 0&1.Oqp geln" o water. Thi

b"everyuking ahead of it Probeam, ItW wa oy to me the dams".I WOMl be caused.-

.#a~erintendent Dives saM thata V imlmediate action was naemgeat4 summoned William IL. EHe.hid charge of the worm on the rtOM end' after cosultation nofth h bI acidoa to ell1 I& another expart, IgV. Stearns of Boston. Msse.. ons, ofbest authorities on dam oonetruction*the Uneits& State. The t~tre. runmI ersId for atueen lwas the uael&WOWt opiaIoo that Somiething must

done ot se Mr. D~wait M"l thatdaft is nafe. nd it resis wwono"e befor, the sring ftreeet hit4I Pb in omar tt ba.

UKpew Mos o I be, Vastly-At water )a the reewor I060,. Thee In PO one Ies;.

*~wbift has nee besis obteamdl..

ee ihi,. wid the neceeft

CO*r t totwul uaMUp s1b &IFhe frason for

*M i~rSeek 1* aet~a

g'fkpwa the 1 jt the OWlf

I** waft~ sa~w It ga

V~ he fave~xie twaeJ b~~ bees d ~ts dat WEI

meuw~~ ~~ ai ee the ba"4gt

HfI~ao

69an&o. oBIC0

1917,i

AA

dam as atncaa Afh. apt" ea 0 cow.

%~w" wthe W abyt~t S9kuAm Wow VpS .. M

.tohe Ili* th &&MAS .amatvub . i;

*tNSO .S. wist. wie u . 4 hInift Oned 4aaw vim

aufaum sa dam ipestis" bLuoumitis qaw bf, hri wis OI

al.

Me iaa * . eO M f

UE

U - Ar/LPas

ONA

pr,

I

g ~-- WON"

;00.~\' 42 ~ .-

A OAR

-~ 4.1

/

~ -\ '.1

~ (N ~

I - ~ '~~~d/ - --

N -

y - -~ ~J~N\ ~

),-N.

K~~

1NJ 2~-'

-~, ,~ ( -'0 -

- .. 11,~

- 4- V

' ~

I'i&~. ':r- _ _ _ Ii & -

.Yj '- 7y

-S -- a 4 ,'~' ,.

N.. ~ ,/ -4

.,-..

-~ ~'- - ~-- ~

- -..

I. -. . -~

- .e r'

-. "'*1.1I@~44,, ~

, -;~~ t.(

* .k-~ *

-I* sr Jt

t--Y4

fi -1w l-

7oV3 I~ht~~$~ - ~40

-. ~7 '7 iP7-7--o

A -~ *.MV

T"17

!Y,,PA MR. 1i-6-A-1DO (16-104) /g

iNOTICE: After filling out oe of thea forms a 0 0tui S Pssble fI' uk dam is yew dabkt 1etu it at Oae tO OfConservation Commission, Albny.)

STATE OF NEW YOftK

CONSERVATION COMMISSIONALEANY

DAM REPORT,iO oL)&

......... .... ;.....................

CONSERVATION COMMISSION,

DIVISION OF INLAND WATERS.

GENTLEMEN:

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

the -- - ..... (I...................................Dam.

This darn is situated upon the .......Z.. ..-. o........ Ctt..(Gihe name a et sm)

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

about . .. .......... from the Village o- f. . . .(State distan e)

The distance ........ V ............. stream from the dam, to the ......(Up or down) at maims tnat stram or ora bride1

is'about. ........ .3 ... ... ...... ......(State diatmnce)

The darn is now owned by , .. "Th d m s ow ow ed by............... ---- .... ........ ... ........' '..'.. .........................................../ ? 9 and wase Mens vl andrd rrcnsrce

and was built in or about the year ......... , and was extensively repaired or reconstructed

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

As it now stands, the spillway portion of this dam is built of...-.'A ..........................(State wbmhu" of masony amacrew or timber)

and the other portions are built of ......................................(State whetbet d numm, eomerte. a er tmber wh or withmut twk WD)

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

of the dam is .................... . -.... .......... And under the remaining portions such

Ib

--. _a _ - .a ...

I(In the space below, makea third sketch showing he ganeral plan of the din, anditm approxboats -21 pealt nrelation to buildingsorI other conspicuous objects in the vicinity.)

QXAI

.00 VLA DIZ t

Indesaeblw moa*secshwnth ov n 4dimmdoa rm vodo ino o plwsyo afwrk fI

f~b gratet kigh th doe aoveIkefta bm t ! tap ad Uebm at Ike bow.., e as omm e You can lom

'7

I&

The total length of this damu. _I The .p.,,.ay or w-.

weir portion, is about ......................................... eet long, and the crest of the spillway is* /0

about ............................................................... feet below the top of the dam.

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-... . ...... ... . '

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

At the time of this inspection the water level above the dam was ............. ft ............... . .belowbeow the crest of the spillway.

(State briefly, in the space below, whether, in your judgment, this dam is in good condition, or bad condition, describing particularlyany leaks or cracks which you may have observed.)

Reported by ..... . f... . .... .... .......... . .

... ... ... ......... . . .- ,. ,....................... ,........... . . . . . . . .(Addret* -Street and nwnten, P.O0. Box or R. P. V. mate)

I. . . .... . . .. ............. ..............

1% 3,1, I . II.4-I,1000 (16-Im) Af S

(NOTICE: After filling out e of these form A Completely a poesie foi each dam in yur dishid, eturs iat once to th*Conservation Commiusion, Albany.)

STATE O r NiEW YOpK

CONSERVATION COMMIS-"NALBANY

o DAM REPORT

..... .... ....... .................... I L6...

(Date)

CONSERVATION COMMISSION,

DIVISION OF INLAND WATERS.

GENTLEMEN:

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

the ............. .......- Dam.

This'dam is situated upon the .......... ........ & ..........................................(Give naime of stamn)

in the Tow n of .................... - ........... .. , ............ X .................. County,

about ..... ....... .......................... from the Village e G o -.ty of....(State distance)

The distance ...... A ........... stream from the dam, to the..2A ................ .... ........... ........a(Upivr down)

(W e ame of n im1otant $srean or of a bndge)

is-about ........ . '.4".. . .- (State distance)

The dam is now owned ................. . ..........................................

and was built in or about the year ..... ........ and was extensively repaired or reconstructed

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

As it now stands, the spillway portion of this dam is built of ....... et tz ......................(State whather of maascry, concrite a- umber?

and the other portions are built of ...............................(S~tt~th r ty. conlcrete. eat or UBmber with or wi~th rock Ch

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

of the dam is ........................ . ... ............. and under the remaining portions such

foundation bed is .......... .u ...... . .......................... ..

(In the apace below, zmake one sketch ahowigg the form and dimensdons of a coss sction through the spliway or waste-weir of Whsdamn, and a second sketch showing the same infonnation for a -ras Seto h Oteoerotonfteda.Sowarclaythe greatest heiibt of the damn above the skteam bed, Its tIckmn at the top, and thicaness at the hottun, as nearly as you can learn)

Set IVIIIL) )0 V

1Ws-

r~ N.

V v--i-Nn~L~~

tral fu of the dam, and its pproximate position in relation to buildings or (In the space below, maste one sketch showing fhe form,dam, end a second sketch showing the same inforvatiouthe greatest heot of the dam above the stream bed, its ti

Ir-

I

.

Kb

-/--

L...). ." "

..-., .

/

I

IS

(In he pacebelw, ake thrd ketc shwin thegen~mlplanof he aend its prozimuate poaltion in relation to buildings or

oey conapltuoiuS objects in the vicinity.)

00 \\

-74!r~

AfA.

-. 41,

,. . 4 4*

The total length of this dam is ............ Av.4 ......................... feet. The spiliway or waste-

i weir portion, is about ................ 34 .......................... leet long, and the crest of the spillway is

about ....................... feet below the top of the dam.. I The number, size and location of discharge pipes, waste pipes or gates which may be used

i for drawing off the water from behind the darn, are as follows: .......

AA L...... ............................................................

At the time of this inspection the water level above the dam was .................... ft ....... 3 ........ in.

below the crest of the spillway.i abe

(State briefly, in the space below, whether, in your judgment, this dam is in good condition, or bad condition, describing particularlyany leaks or cracks which you may have observed.)

1

I!III

I Reported by..... L .

I ..... " ................Add -..-Str t and numher, P. U. Box w fR.. I). mute)

......... v.Mcr) ..... 0 -., .......

'I

IIIIIIII

APPENDIX G

I DRAWINGS

IIIIIIII

'1I

*.Ku' i/L. ~~/:~'& 1Valley R

S~ot M Xq

%-7 .

ACL

* ILW FIUA

ly~

II

IF

... .... .. ....Iis;

-- --- --

I 4

...I..

ROI

Iiil'I

I K'II

I Ii'

I I

1 C

I 'V *I

I *1I,

I I

I

IIII L.J~

VK

UI5

Q~ ~KK ~1 b

IIII PIGURE3

~

-- I-It

I If

fill

: u

*..

4 V6 I "_c -

* i 2 im

i 7

11owA

IMA

I

!I! i _

IUUI

I [ I.

IU

I

-- _~- -.. - a..

S-- -- - a..

A - ---

I-I --- a-

I ,----- t- + --4- a-

I 4 tiE9v * --

* I

(

U 4- -- -

* I - I~ a

* -~

an

---4I -

- a..

I -- -- -- -

II

aa~LaAI'3 a

-*1

- ~5S~

II £.II~I~i~I

* K

I I

_______ _________ I

.1

1~

I ~i~i

-.

i .. ,.-

FiGURE?

ItI

Ai ii

AD_

Zl W

VO

.. .. .-a ------

IEEl i

I, 'lIP'~I'

I

I ,A

U .,

I -?' '

II ".

/f' ,C

IA

F1'E I

it I~.

I .I

-04 1 ~ *

qc ?,a

rlU

Ntw

FIGURE 12

DAT

FILM