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LOWER HUDSON RIVER BASIN

GLENHAM DAM

DUTCHESS COUNTY, NEW YORKINVENTORY NO. N.Y. 72

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

I

DTI

ELECTESOCT 20 1981

NEW YORK DISTRICT CORPS OF ENGINEERS

IAUGUST 1981

Approved fox pubio zleo I 1 1--Distribution Unlimited

DISCLAIMER NOTICE

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

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Rc.PCRT DOCUMENTATION PAEBFRE CONSPLTO FLORM

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k -r-TITL (and $"itle) i ;:4*ojP S. TYPEO~P RPORT aPERIODCOVEREDPhase I Inspection keport Phase I Inspection ReportGlenham Dam. National Damn Safety ProgramLower Hudson River Basin, Dutchess County, NY 6- PERFORWG QRC. EP"RnINUMI&FCRInventory No. 72 *CNfATO AI uS~.

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Department of the Army 414 Augpom2k. Federal Plaza- New York District, CafE LNM1-tO AENew York, New York 10287 _____________

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SCHEDULE

IS. DISTRIBUTION STATEMlNT Cal this A-pe.'O

-Approved for Public release; Distribution unlimited.

M7. OISTRISUT!014 STATEM National Dam Safety Program. Clenham

.0. SUPPLX)4ENTARY MOTELS-

Dam SafetyNacional Dam Safety Program GlhaDm -

Visual Inspection- DucesCntHydrology, Structural Szability LwrHdo ie ai

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This report provides ination and analys! o te-pl ia.ct~iLno hca.,n as of~ the renort date- Information and analysis arm, based on y4ual.inspettion of the d3m by the performing cra'.3in

IExamination of available documents. and visual 'inspec-&:nof the dam and appurtenant structures did not reveal

7 ~ conditions which constitute an immediate hazard to humanfe or property-

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Using the Corps of Engineers' screening criteria, ita..,s been determined that the dam would be overtopped for all

rcrs exceeding 33 percent of the Probable Maximum Flood( :F). Therefore, the spillway is adjudged as "seriouslyi:adequate," and the dam is assessed as "unsafe, non-,-e rgency." -

0 r .e _ 11cY

0 St tural stability analyses based on available informa-'.on, in icate that factors of safety against overturning.-: genelly low, and the locations of the resultants fall.-.-%side 16 the middle 1/3. The factor of safety against

i:ding was less than the recommended value of 3 for Cases 3• :i 4. Therefore, when the dam is subjected to severe:ading conditions such as a 1/2 PMF or PMF event, the:-1:tors of safety fall to below critical levels.

It is therefore recommended that, within three months:Otification of the owner, detailed hydrologic and hydraulic

-. st'.gations of the structure should be undertaken to more-,vzurately determine the site-specific characteristics of" watershed and their effects upon the overtopping potentialthe dam. ,At the same time, further analyses of the

* - ructural stability of the dam should be performed. Also,:. an-depth study of the seepage and its effect on the•.:!kwcrk of the dam must be performed. The results of",. ~ investigations and analyses will determine the appro-: .ate remedial measures required. In the interim, a detailed.. cency action plan must be developed and implemented

I ::1g periods of unusually heavy precipitation. Also,4. "-the-clock surveillance must be provided during these

The regular inspections and maintenance procedures:.y conducted by the owner's representative are inade-

A thorough checklist should be compiled.by the.:'s representative and completed during each inspection.

S...enance items should be completed annually.

, ":.,nitor the seeps in the dam at regular intervals and.,:.::- periods of high reservoir levels for turbidity or.... ... .aie in flow.

:he following remedial measures must be completedcne year:

". Point the joints between bricks on the rightspillway training walls.

7. Repair the deteriorated concrete on the dcwnstreimside of the right wall of the dam.

3.- iReplace the concrete facing around the 4.5-foot'diameter outlet conduit.

4. -Repair the outlet pipe valve.

5. Repair the spalled and deteriorated concretesurface on the crest of the right side ofthe dam.

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Thi report is prepared under guidance contained in the

Recomended Guidelines for Safety Inspection of Dams, forPhase I Investigations. Copies of these guidelines may beobtained 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 tohuman life or property. The assessment of the generalcondition of the dam is based upon available data and visualinspections. Detailed investigation and analyses involvingtopographic mapping, subsurface investigations, testing, anddetailed computational evaluations are beyond the scope of aPhase I Investigation; however, the investigation is intendedto identify any need for such studies.

In reviewing this report, it should be realized that thereported condition of the dam is based on observations of fieldconditions at the time of inspection along with data availableto the inspection team. In cases where the reservoir waslowered or drained prior to inspection, such action, whileimproving the stability and safety of the dam, removes thenormal load on the structure and may obscure certain conditionswhich might otherwise be detectable if inspected under the

normal operating environment of the structure.It is important to note that the condition of a dam

depends on numerous and constantly changing internal andexternal conditions, and is evolutionary in nature. It wouldbe incorrect to assume that the present condition of the damwill continue to represent the condition of the dam at somepoint in the future. Only through frequent inspections canunsafe conditions be detected and only through continued careand maintenance can these conditions be prevented orcorrected.

Phase I inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with theestablished Guidelines, the Spillway Test flood is based on the

estimated "Probable Maximum Flood" for the region (greatestreasonably possible storm runoff), or fractions thereof.Because of the magnitude and rarity of such a storm event, afinding that a spillway will not pass the test flood should notbe interpreted as necessarily posing a highly inadequatecondition. The test flood provides a measure of relativespillway capacity and serves as an aide in determining the needfor more detailed hydrologic and hydraulic studies,considering the size of the dam, its general condition and thedownstream damage potential.

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

GLENHAM DAMI.D. No. NY 72 0

DEC DAM No. 212C-553, LOWER HUDSON RIVER BASINDUTCHESS COUNTY, NEW YORK

TABLE OF CONTENTS

PAGE NO.

ASSESSMENT

OVERVIEW PHOTOGRAPH

PROJECT INFORMATION 1

1.1 GENERAL 11.2 DESCRIPTION OF PROJECT 11.3 PERTINENT DATA 3

2 ENGINEERING DATA 5

2.1 GEOLOGY 52.2 SUBSURFACE INVESTIGATION 52.3 DAM AND APPURTENANT STRUCTURES 62.4 CONSTRUCTION RECORDS 62.5 OPERATION RECORDS 62.6 EVALUATION OF DATA 6

3 VISUAL INSPECTION 9

3.1 FINDINGS 93.2 EVALUATION 11

4 OPERATION AND MAINTENANCE PROCEDURES 13

4.1 PROCEDURES 134.2 MAINTENANCE OF THE DAM 134.3 WARNING SYSTEM 134.4 EVALUATION 13 .-

5 HYDRAULIC/HYDROLOGIC 15

5.1 DRAINAGE AREA CHARACTERISTICS 155.2 ANALYSIS CRITERIA 155.3 SPILLWAY CAPACITY 155.4 RESERVOIR CAPACITY 155.5 FLOODS OF RECORD 165.6 OVERTOPPING POTENTIAL 165.7 RESERVOIR EMPTYING POTENTIAL 165.8 EVALUATION 16

PAGE NO.

6 STRUCTURAL STABILITY 17

6.1 EVALUATION OF STRUCTURAL STABILITY 176.2 STABILITY ANALYSIS 176.3 SEISMIC STABILITY 19

7 ASSESSMENT/RECOMMENDATIONS 21

7.1 ASSESSMENT 217.2 RECOMMENDED MEASURES 22

APPENDIX

A. PHOTOGRAPHS

B. VISUAL INSPECTION CHECKLIST

C. HYDROLOGIC/HYDRAULIC DATA AND COMPUTATIONS

D. REFERENCES

E. DRAWINGS

F. BACKGROUND DOCUMENTS

G. STABILITY COMPUTATIONS

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

Name of Dam: Glenham Dam (I.D. No. NY 72)

State: New York

County: Dutchess County

Stream: Fishkill Creek

Date of Inspection: 8 March 1981

ASSE SMENT

iExamination of available documents and visual inspec-tion of the dam and appurtenant structures did not revealany conditions which constitute an immediate hazard to humanlife or property.

Using the Corps of Engineers' screening criteria, ithas been determined that the dam would be overtopped for allstorms exceeding 33 percent of the Probable Maximum Flood(PMF). Therefore, the spillway is adjudged as "seriouslyinadequate," and the dam is assessed as "unsafe, non-emergency."

Structural stability analyses based on available informa-tion, indicate that factors of safety against overturningare generally low, and the locations of the resultants falloutside of the middle 1/3. The factor of safety againstsliding was less than the recommended value of 3 for Cases 3and 4. Therefore, when the dam is subjected to severeloading conditions such as a 1/2 PMF or PMF event, thefactors of safety fall to below critical levels. _

It is therefore recommended that, within three monthsof notification of the owner, detailed hydrologic and hydraulicinvestigations of the structure should be undertaken to moreaccurately determine the site-specific characteristics ofthe watershed and their effects upon the overtopping potentialof the dam. At the same time, further analyses of thestructural stability of the dam should be performed. Also,an in-depth study of the seepage and its effect on thebrickwork of the dam must be performed. The results ofthese investigations and analyses will determine the appro-priate remedial measures required. In the interim, a detailedemergency action plan must be developed and implementedduring periods of unusually heavy precipitation. Also,around-the-clock surveillance must be provided during theseperiods.

grow-

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The regular inspections and maintenance procedurespresently conducted by the owner's representative are inade-quate. A thorough checklist should be compiled by theowner's representative and completed during each inspection.Maintenance items should be completed annually.

Monitor the seeps in the dam at regular intervals andduring periods of high reservoir levels for turbidity orincrease in flow.

The following remedial measures must be completedwithin one year:

1. Point the joints between bricks on the rightspillway training walls.

2. Repair the deteriorated concrete on the downstreamside of the right wall of the dam.

3. Replace the concrete facing around the 4.5-footdiameter outlet conduit.

4. Repair the outlet pipe valve.

5. Repair the spalled and deteriorated concretesurface on the crest of the right side of the dam.

6. Repair all spalled areas on the concrete surfaces

of the dam.

7.' Remove all ve;ea' from the dam.

SUMTTEED:ille KesterfJr., P.

Vice PresidentMIC L BAKE of New York, INC.

lonel W.M. mih, Jr.

New York Districl Engineer

DATE: ___ __ _

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PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

GLENHAM DAM* I.D. No. NY 72

DEC DAM No. 212C-553LOWER HUDSON RIVER BASINDUTCHESS COUNTY, NEW YORK

SECTION 1: PROJECT INFORMATION

1.1 GENERAL

a. Authority - The Phase I Inspection reported hereinwas authorized by the Department of the Army, NewYork District, Corps of Engineers, to fulfill therequirements of the National Dam Inspection Act,Public Law 92-367.

b. Purpose of Inspection - This inspection was conductedto evaluate the existing conditions of the dam, toidentify deficiencies and hazardous conditions, todetermine if these deficiencies constitute hazardsto life and property, and to recommend remedialmeasures where required.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam - Glenham Dam is a concretegravity structure 44.9 feet high and 312 feetlong. The dam is "L"-shaped. The spillway crestis perpendicular to the concrete structure thatcomprises the right' side of the dam. The rightside of the dam is a complex concrete structure200 feet long with a crest width varying from 8.5feet to 24 feet. The dam rises 27 feet above theground surface of the right abutment with a set ofconcrete steps providing access to the top of dam.Some of the horizontal and sloping surfaces areI capped with pre-cut stone slabs. The concrete onsome sections of the lower half of the dam hasdeteriorated revealing a brick wall about 8 inchesbehind the concrete surface. The training wallsabove the downstream face of the spillway are made

of large cut stone and a section of brick wall.

'Looking downstream.

The spillway is an ogee-shaped concrete weir 140feet long (measured perpendicular to flow). Thespillway has a rounded crest, a near verticalupstream face, and a downstream face with a slopeof 1H:1V (Horizontal to Vertical). The leftspillway training wall is formed by the leftabutment's vertical rock face. The 11-foot highvertical concrete face of the dam forms the righttraining wall. The spillway discharges into astilling basin which is 140 feet wide and 65 feetlong. This basin is bound by the steep rock faceof the left abutment and a 2-foot thick concretetraining wall on the right side. At the downstreamend of the stilling basin, water discharges over a1-foot wide and 3-foot high rounded concrete endsill into the natural river channel.

There are four control valves on the crest of thedam. Three of these valves are located beside oneanother in a line near the center of the righthalf of the dam. These three valves control thewater flow to Beacon Textile Printers, Ltd. Thefourth valve is closer to the spillway crest andcontrols the valve on the 4.5-foot diameter brick-lined conduit that runs through the structure anddischarges at the toe of the dam.

b. Location - Glenham Dam is located on FishkillCreek, approximately 4200 feet northeast of Beacon,New York. The dam is located in Dutchess County,New York. The coordinates for the dam are N 41030.8' and W 730 56.7'. The dam can be found onthe Wappingers Falls, New York, USGS 7.5 minutetopographic quadrangle. A location plan is includedin this report in Appendix E.

c. Size Classification - Glenham Dam is 44.9 feethigh and the reservoir storage capacity at thecrest of the dam (elevation 189.6 feet M.S.L.) is43 acre-feet. Therefore, the dam is in the "inter-mediate" size category as defined by the RecommendedGuidelines for Safety Inspection of Dams (Refer-ence 13, Appendix D).

d. Hazard Classification - A factory, Beacon TexilePrinters Ltd., is located about 100 feet downstreamof the dam, on the right side of the downstreamchannel. Loss of life in this factory is likelyif the dam were to fail. Glenham dam is, therefore,considered in the "high" hazard category, asdefined by the Recommended Guidelines for SafetyInspection of Dams.

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e. Ownership - The dam is owned and operated byBeacon Texile Printers Ltd., Mill and Front Street,Beacon, New York 12508. The contact person isLineo Fernandez (telephone 914-831-1300).

f. Purpose of Dam - Glenham Dam is used as the watersource for Beacon Texile Printers Ltd.

g. Design and Construction History - The dam wasoriginally built around 1875, but the originalbuilders and designers are unknown. The dam wasreconstructed in 1911-1915. These alterationswere engineered by Fred D. Rhodes and Edward N.Friedman. The architects were Freedman, Robertsonand Keeler of New York City, and the constructionwork was done by Murphy Bros. of New York City.

h. Normal Operating Procedures - The reservoir levelis normally maintained near the crest of thespillway. However, according to Beacon TexilePrinter's Chief of Maintenance, the reservoirlevel sometimes drops as much as 9 feet below thecrest of the dam during dry summers. The dam isvisually inspected each month. The three valvescontrolling the water flow to the factory are ingood condition and are operated every three orfour months, according to the Chief of Maintenance.The fourth valve, on the crest of the dam, controlsthe 4.5-foot diameter outlet pipe at the toe ofthe dam. This valve was partially opened at thetime of inspection; it reportedly cannot be entirelyclosed, but it can be opened. There is no operat- Iing schedule or maintenance program for this dam.

1.3 PERTINENT DATA

a. Drainage Area (square miles) - 188.57

b. Discharge at Dam (c.f.s.) -

Spillway Capacity (at Minimum Top ofDam Elev. 169.6 ft. M.S.L.) 2 19,761.0

Reservoir Drain at Normal Pool 342.0

'All elevations are referenced to the spillway crest, elev.159.0 ft. M.S.L. estimated from the USGS 7.5 minute topo-graphic quadrangle, Wappingers Falls, New York.

3 ....

c. Elevation (Feet Above M.S.L.) -

Minimum Top of Dam 169.6Normal Pool (Spillway Crest) 159.0Streambed at Toe of Dam 124.7

d. Reservoir Surface (Acres) -

Top of Dam (Elev. 169.6 ft. M.S.L.) 1.90

Spillway Crest (Elev. 159.0 ft. M.S.L.) 1.45

e. Reservoir Storage Capacity (Acre-Feet) -

Top of Dam (Elev. 169.6 ft. M.S.L.) 43.0Spillway Crest (Elev. 159.0 ft. M.S.L.) 25.0

f. Dam -

Type: Concrete gravityLength (Feet) 312.0Height (Feet) 44.9Top Width (Feet) 8.5 to 24.0Side Slopes - Upstream Vertical

Downstream Vertical toIH:lV

Cut-off: None - according to design plans, the dam isbuilt on hardpan and rock.

g. Spillway -

Type: Concrete ogee-shaped weir

Crest Length Perpendicular to Flow (Feet) 140.0Crest Width Parallel to Flow (Feet) 6.5Crest Elevation (ft. M.S.L.) 159.0

h. Reservoir Drain

Type: A 4.5-foot diameter brick-lined conduit thatextends from the upstream face to the toe ofthe dam.

Control: A gate valve operated from the crest ofthe dam is used to control flow throughthis pipe.

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SECTION 2: ENGINEERING DATA

2.1 GEOLOGY

Glenham Dam is located in the southeastern section ofthe "Appalachian Uplands" physiographic province of NewYork State. This province is geologically complex andcharacteristically composed of a diverse group ofsedimentary metamorphic and igneous rocks which havebeen tectonically disturbed by normal and thrust faulting.

Bedrock in the immediate vicinity of the dam is repre-sented by sedimentary and metamorphic rocks of Ordovician,Cambrian, and Precambrian age. The Ordovician rocks Iare composed of the Mount Merino and Indian RiverFormation, a shale; the Austin Glen Formation, a shale

and graywacke; the Walloonsac Formation, a phylliteschist and metagraywacke; and the Balmville Limestone.Cambrian exposures consist of the Poughuag Quartziteand Precambrian exposures consist of a hornblendegneiss. The Precambrian hornblende gneiss has beenthrust over the Ordivician Austin Glen and Indian RiverFormations. To the southeast of the thrust fault, alarge normal fault has developed in the hornblendegneiss. Between the thrust fault and normal fault, thehornblende gneiss has been covered by a thin veneer ofQuatenary glacial till. Within the area defined by theglacial till remnants of the Balmville Limestone andWalloonsac Formation have been identified. The onlyexposure of the Poughuag Quartzite is along the normalfault within the hornblende gneiss, suggesting it is aquartz vein filling which has formed along the faultplain. Both faults occur within 2 miles of the lake.

2.2 SUBSURFACE INVESTIGATION

Detailed subsurface information was unavailable forconsideration as part of this investigation. A letterdated 1 November 1911 states "the dam rests partly onrock and partly on hard-pan." This, however, wasconjecture on the part of the writer, based on discussionwith two men who helped build the dam in 1875. A rockoutcrop located at the right abutment consisted ofhornblende granite to granitic gneiss. The left abutmentrock outcrop is a complex formation of quartzite andlimestone with overlying glacially derived soils. Thissoil is identified in the soils report for DutchessCounty (prepared by the Soil Conservation Service) asTroy gravelly loam. The soils on the right abutmentare man-made fills.

2.3 DAM AND APkURTENANT STRUCTURES

The original plans for this dam were unavailable.

showing the alterations made to the dam between 1911-15when the dam was raised 7 feet were available forreview and included in Appendix E.

The dam is used as a water supply for the adjacentrfactory. The dam is an "L"-shaped concrete gravity

* structure with a 140-foot wide ogee-shaped spillwaywith a vertical upstream face and a downstream facewith a slope of lH:lV (Horizontal to Vertical). Thespillway discharges into a 65-foot long stilling basinwith its left side being the rock from the left abutment;the right side is a concrete training wall. At thedownstream end of the stilling basin, the water flowsover a rounded concrete berm into the natural riverchannel. The right side of the dam, parallel to theflow, is a complex concrete structure 27 feet above thenatural ground.

Three control valves are on the crest near the centerof the right side of the dam. These three valvescontrol the flow of water to the adjacent factory. Afourth control valve is located on the crest near thespillway to control the flow from the 5-foot diameteroutlet pipe at the toe of the dam.

2.4 CONSTRUCTION RECORDS

No records are available for the original constructionof the dam. A letter dated 1 November 1911 from Fred D.Rhodes, Consulting Engineer, to the State of New YorkConservation Commission states that the dam is foundedpartly on rock and partly on hard-pan. The letterfurther explains the proposed steps to be followedduring the raising of the dam. This letter is includedin Appendix G. No other construction records wereavailable for this investigation.

2.5 OPERATING RECORDS

No operating records are maintained by the owner.However, according to the Chief of Maintenance, the damis visually inspected monthly, and the control valvesare operated periodically.

2.6 EVALUATION OF DATA

The background information collected during this investi-

gation was obtained primarily from files of the New York

6

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State Department of Environmental Conservation. Supple-mentary information was acquired through conversationswith Mr. Rino Furlani, Chief of Maintenance, BeaconTextile Printers, Ltd. The available data are consideredadequate and reliable for Phase I Inspection purposes.

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SECTION 3: VISUAL INSPECTION

3.1 FINDINGS

a. General - The visual inspecton of Glenham Dam wasconducted on 8 March 1981. The weather was cloudy Iwith temperatures around 350 F. At the time ofinspection, the reservoir level was at 180.0 feetM.S.L. Deficiencies found during the inspectionwill require remedial measures. A Field Sketch ofconditions found during the inspection is includedin Appendix E. The complete Visual InspectionChecklist is presented as Appendix B.

b. Spillway - The spillway makes up the left side ofthe dam. It extends 140 feet from the left abutmentacross the river and connects to the right side ofthe dam which is perpendicular to the spillwaycrest. The spillway is an ogee-shaped concreteweir with a near-vertical upstream face, a rounded jcrest, and a downstream face with a slope of 45*.Approximately 1.0 foot of water was flowing overthe crest at the time of inspection, making observa-tion difficult. There were no major cracks observed.The spillway is bound by a near-vertical stoneface on the left side, and there appeared to be nomajor problem at the left side of the spillway.The right side of the spillway is bound by thevertical face of the right side of the dam. Thisface forms a concrete wall above the crest of thedam, and the portion of the wall above the downstreamslope is made of brick and stone. The concreteabove the crest is spalling, and the mortar hasbeen washed away from some of the joints of the

brick and stone wall above the downstream side ofthe spillway. Grass is growing in some of thejoints near the downstream side of the spillway.

The spillway discharges into a stilling basinwhich is 140 feet long and extends 65 feet beyondthe toe of the dam. The water discharges over a1-foot wide and 3-foot high rounded concrete endsill. There appeared to be no major problems withthe stilling basin; however, the water was 3.5feet deep at the time of inspection, making visualobservation difficult.

c. Dam - The right side of the dam is a concretestructure about 200 feet long with a height of44.9 feet. Due to the complex shape of this side,

IMUIU SA I690 I I

*, Vthe crest width varies from 8.5 feet to 25 feet(see Appendix E - Field Sketch). The dam is madeup of three different horizontal levels. Thefirst (and top) level of the dam is capped by adeteriorated and spalled concrete surface. However,the concrete near the valve controls appears to bein good condition with no signs of spalling. Attwo places on the dam, there is a second horizontallevel about 10 feet below the crest. This secondlevel varies in width from 7.5 feet to 18 feet.This level is capped by rectangular-shaped pre-cutstone slabs about 4 inches thick. The third andlowest level of the dam is about 16 feet below thesecond level. This level is located at the baseof the dam about 14 feet above the water level ofthe stilling basin. The bottom level is capped bypre-cut stone slabs. At the downstream end of thedam, the second and third levels are connected bya 450 sloping wall, also capped by pre-cut stoneslabs. Nearly all of the joints between thesestone slabs are overgrown with grass, weeds, brushand a few small trees. The side of the dam towardthe reservoir is a vertical concrete surface thathas been entirely spalled. The outside of the damvaried from a vertical to a 1H:5V (Horizontal toVertical) slope. The majority of this surface wasalso spalled. In some places, the outer concretelayer had completely deteriorated, revealing abrick wall about 6 inches to 8 inches behind theformer concrete surface. There is a clinging vinegrowing on the dam's concrete surface. This vinecovers about 50% of the concrete surface.

Six seeps are located near the base of the dam(see Appendix E - Field Sketch). The seeps wereall flowing clear with no signs of turbidity atthe time of inspection. The estimated rate offlow of these seeps varied between 0.5 and 1.0 gpm(gallons per minute). A plywood box has beenbuilt around one of these seeps. This box appar-ently collects the water and discharges it througha pipe to the toe of the dam.

d." Outlet Works - Four control valves are located onthe crest of the dam. Three control flows to thefactory and one controls a 4.5-foot diameteroutlet pipe. Two of these valves, the partiallyopened valve for the 4.5-foot diameter outlet pipeand the opened valve supplying water to the factory,appeared to have been recently greased. Accordingto the Chief of Maintenance, all four valves are

10

V7 ".

operable with the exception of the valve on themain outlet pipe that cannot be entirely closed.The top part of the iron grating that makes up thetrash rack over the three outlet pipes for thefactory appeared to be in good condition.

It appeared that the outer 8-inch layer of concretefacing has washed away from the outlet area of the5-foot diameter conduit, revealing a cut-stonewall. There was little or no mortar between thejoints of these stones. Behind this stone wallwas the brick-lined 5-foot diameter conduit. AnI-beam was laying across the outlet of this conduitand could partially obstruct the conduit when theflow through the pipe reaches or exceeds a depth Iof 18 inches.

e. Downstream Channel - The downstream channel below Ithe stilling basin is a natural river channelabout 120 feet wide and lined by a cut-stonevertical river wall about 8 feet high on the rightside and a natural slope on the left side. Theoutlet conduit discharges into a separate sidechannel about 15 feet wide that is bound by thecut-stone river wall on the right side and by a 2-foot thick concrete wall separating the channelfrom the stilling basin on the left side. Thisconcrete wall ends about 100 feet below the outletof the pipe where the side channel joins thenatural river channel.

A factory, Beacon Texile Printers Ltd., is locatedabout 100 feet downstream of the dam on the rightside of the downstream channel and )ust above theriver wall.

f. Reservoir - The slopes adjacent to the reservoir,are mostly bare rock outcroppings. There were nosigns of instability, and sedimentation was notreported to be a problem.

3.2 EVALUATION

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

1. Six seeps (from approximately 0.5 to 1.0 gpm) arelocated near the base of the dam.

2. The right spillway training wall has some of themortar washed out from between the bricks.

11

No ., MN

3. On the downstream side of the right wall, theconcrete has deteriorated to show the brick core.

4. The concrete facing has washed away from theoutlet area of the 5-foot diameter conduit.

5. An I-beam is laying across the outlet end of the5-foot diameter outlet pipe.

6. The 5-foot diameter outlet pipe valve cannot beentirely closed.

7. The crest on the right side of the dam has aspalled and deteriorated surface.

8. Almost all of the dam's concrete surface is spalledand deteriorated.

9. Trees and grass are growing in the joints of thecut stones on the crest of the dam.

10. A clinging vine covers 50 percent of the concretesurface.

1

SECTION 4: OPERATION AND MAINTENANCE PROCEDURES

*4.1 PROCEDURES

There are no formal written instructions for operatingthe reservoir. The normal water surface elevation isnear the spillway crest elevation of 159.0 feet M.S.L.Water can be released to the downstream area through a5-foot diameter brick-lined conduit; however, the valvecontrolling this conduit, operated from the crest ofthe dam, cannot be entirely closed. There are threeother valves on the crest of the dam that control thewater flow to the Beacon Texile Printers Ltd. factory.

4.2 MAINTENACE OF DAM

Maintenance of the dam is the responsibility of BeaconTextile Printers, Ltd. The maintenance of the dam isconsidered inadequate, as evidenced by the generaldeterioration of the dam. The Chief of Maintenanceinspects the dam about every month. The three valvesthat control the flow of water to the factory areoperated every three or four months.

4.3 WARNING SYSTEM

At the time of the inspection, there was no warningsystem or emergency action plan in operation.

4.4 EVALUATION

Past maintenance of the dam and operating facilitiesappears to have been inadequate. A checklist should becompiled by the owner's representative to document thefindings made during the periodic inspections and thejmaintenance items completed. A warning system andemergency action plan should be developed and put intooperation.

13

- .. . . .. . , ,

SECTION 5: HYDRAULIC/HYDROLOGIC

5.1 DRAINAGE AREA CHARACTERISTICS

The drainage area consists of gentle-to-moderate slopes

well covered by forests and ground vegetation. Someupland storage exists in the form of flat and swampyareas and small lakes. The total drainage area is188.57 square miles.

5.2 ANALYSIS CRITERIA

The hydraulic capacity of the dam, reservoir, andspillway was assessed by utilizing the U.S. Army Corpsof Engineers Flood Hydrograph Package HEC-1 DB. Thehydrologic characteristics of the basin, specificallythe Snyder's Unit Hydrograph Parameters, were averagevalues derived from the Hydrologic Flood Routing Modelfor Lower Hudson River Basin, Fishkill Creek (Refer-ence 14, Appendix D). The runoff hydrograph was devel-oped by simulating the Standard Project Storm (SPS).Total SPS rainfall and excess were used to approximatethe SPS flow at the USGS gage number 3735 at Beacon,New York of 26,207 c.f.s. This gage is 1300 feetdownstream from Glenham Dam. Using tp = 10.0 hr.,Cp = 0.44, initial rainfall loss of 3.5 in., and aconstant loss rate of 0.45 in./hr., a flow of 28,535c.f.s. was obtained. This flow is 8 percent of thatcalculated in Hydrologic Flood Routing Model for LowerHudson River Basin, Fishkill Creek for this gage. ThePMP rainfall amounts were then substituted for the SPSamounts. The PMF and 1/2 PMF were then routed throughthe reservoir and dam.

5.3 SPILLWAY CAPACITY

The spillway capacity at the minimum top of dam is19,761 c.f.s. There is no auxiliary or emergencyspillway.

5.4 RESERVOIR CAPACITY

The storage capacity of Glenham Dam at normal'pool is25 acre-feet. The storage capacity of the reservoir atthe minimum top of dam is 43 acre-feet. Therefore, theflood control storage of the reservoir between thespillway crest and the top of the dam is 18 acre-feet.This volume represents a total runoff of 0.002 inchesfrom the drainage area.

15 M mn--- .JWW

* 1.a. | .

5.5 FLOOD OF RECORD

The maximum flow at the USGS gage 1300 feet downstreamwas 19,737 c.f.s. during Agnes in 1972; this shouldhave just come to the top of the dam. The personcontacted at the dam had only been associated with thedam for a short time and had no knowledge of the depthof flow over the spillway during this flood event.

5.6 OVERTOPPING POTENTIAL

The maximum capacity of the spillway is 19,761 c.f.s.at the minimum top of dam. The peak outflows of thePMF and 1/2 PMF are 60,570 c.f.s. and 30,287 c.f.s.,respectively. Therefore, the spillway is capable ofpassing 33 percent of the PMF before overtopping wouldoccur.

5.7 RESERVOIR EMPTYING POTENTIAL

The reservoir can be drawn down by means of a 4.5-footdiameter brick conduit at the toe of the dam. Neglect-ing inflow, the reservoir can be drawn down from normalpool in approximately one hour. This is equivalent toan approximate drawdown rate of 25 feet per hour, basedon the hydraulic height measured from normal pooldivided by the time to dewater the reservoir.

5.8 EVALUATION

Glenham Dam is an "intermediate" size - "high" hazarddam requiring the spillway to pass a flood in the rangeof PMF. The PMF and 1/2 PMF were routed through thewatershed and dam. It was determined that the spillwayis capable of passing 33 percent of the PMF beforeovertopping the dam. Structural stability analysisbased on available information, indicate that factorsof safety against overturning are less than desirable.When the dam is subjected to severe loading conditionssuch as a 1/2 PMF or PMF event, the factors of safetyfall below the stable levels. The spillway is, therefore,judged to be "seriously inadequate."

Conclusions pertain to present conditions and theeffect of future development on the hydrology has notbeen considered.

16

SECIO 6: STUTUA STBIIT

6.1 EVECTION 6 STRUCTURAL STABILITY

a. Visual Observations - No signs of instability werenoted during the field inspection. Problems

*observed which could affect the stability of thestructure include:

1. Numerous seeps through the brickwork of thedam.

2. Several locations where the mortar has disinte-grated and washed out from the brickwork.

3. Severe degradation of the concrete surfacesof the dam.

4. Several places where the concrete facing hasfallen off of the dam exposing the brickwork.

As a result of the visual inspection of theseitems, it is recommended that an in-depth study ofthe seepage and its effect on the brickwork andstability of the dam be performed. This in-depthstudy should result in the implementation ofappropriate remedial measures.

b. Design and Construction Data - No design informationregarding the stability of the structure wasavailable.

C. Operating Records - No operating records wereavailable for review.

d. Post Construction Changes - The structure wasraised 7 feet in 1914. At that time, a cutoff;discharge basin; and other dam improvements wereperformed. Newspaper articles attached in Appendix G

are the only available information source concerningthese improvements.

6.2 STABILITY ANALYSISJ

The results of any previous stability analyses wereunavailable for reference during this evaluation. Asection at the overflow was selected for analysisbecause it appeared to represent the most criticalsection. The cases analyzed and respective results areas follows:

171

Case Description of Loading Conditions

1 Normal operating conditions with reservoirlevel at the spillway crest, full uplift, andtailwater corresponding to the tailwater sillelevation 128.1 ft. M.S.L.

2 Same as Case 1 with the addition of ice load-ing of 5000 pounds per lineal foot.

3 Reservoir level during the 1/2 PMF, full up-lift, tailwater elevation of 142.0 ft. M.S.L.

4 Reservoir level during the PMF, full uplift,tailwater elevation of 147.2 ft. M.S.L.

LocationFactor of Safety of Resultant

Case Overturning Sliding from T,.2 (ft.)

1 1.45 4.78 18.00

2 1.37 4.21 15.78

3 0.91 2.58 -13.22

4 0.84 2.34 -38.25

Notes: Location of middle 1/3 is 40 to 20 feet fromthe downstream toe.

A negative (-) above indicates that the locationof the resultant is downstream from the toe.

A value of 2 ksf was used as a conservativeapproximation of the shear strength of weatheredrock.

In all cases, the factors of safety against overturningare generally low, and the locations of the resultantsfall outside of the middle 1/3. Therefore, the dam isconsidered unsafe against overturning. The factor ofsafety against sliding was less than the recommendedvalue of 3 for Cases 3 and 4. However, the structurehas withstood normal loading conditions in the pastwithout apparent damage, and the analyses may notindicate the true field conditions or proper loadingconditions. Since overturning or sliding would resultin a probable loss of life downstream of the dam, adetailed stability analysis of the dam should be per-formed by a qualified engineering firm within threemonths of owner notification.

18,.

6.3 SEISMIC STABILITY

Glenham Dam is located in Seismic Zone 1 which presentsno hazard from earthquakes according to the RecommendedGuidelines for Safety Inspection of Dams by the Depart-ment of the Army, Office of the Chief of Engineers.This determination is contingent on the requirementsthat static stability conditions are satisfactory, andconventional safety margins exist. As reported inParagraph 6.2, the dam has low factors of safety againstoverturning and sliding. If the requested additionalanalysis does not indicate conventional safety marginsagainst overturning and sliding, additional analysis ofthe effects of earthquakes on the structural stabilitymust be performed.

19

SECTION 7: ASSESSMENT/RECOMMENDATIONS

7.1 ASSESSMENT

a. Safety - Examination of available documents andvisual inspections of Glenham Dam did not revealany conditions which constitute an immediatehazard to human life or property.

Using the Corps of Engineers' screening criteriafor review of spillway adequacy, it has beendetermined that the dam would be overtopped forall storms exceeding approximately 33 percent ofthe PMF. The overtopping of the dam could resultin dam failure, increasing the hazard to loss oflife downstream. Therefore, the spillway isadjudged as "seriously inadequate," and the dam isassessed as "unsafe, non-emergency."

The stability analyses of the dam performed forthis investigation indicate that the factors ofsafety against overturning and sliding may beinadequate. In addition, an in-depth study of theseepage and affect of the seepage on the brickworkof the dam must be performed.

b. Adeq~uacy of Information - All evaluations andassessments in this report were based on fieldobservations, conversations with the owner'srepresentative, available engineering data, andoffice analyses. The information collected isconsidered adequate for a Phase I Inspection.

C. Need for Additional Investigation - Detailedhydrologic and hydraulic investigations of thestructure are considered necessary to more accuratelydetermine the overtopping potential of the dam andto determine mitigating measures in response tothe spillway inadequacy. A detailed stabilityIanalysis of the dam is considered necessary todetermine actual stability conditions. An in-depth study of the seepage and effect on thebrickwork must be performed.

d. Urgenc' - The detailed hydrologic and hydraulicinvestigations and stability analyses must beinitiated within three months of owner notification.The in-depth study of the seepage and effect onthe brickwork must also be initiated within threemonths. Within one year, remedial measures result-ing from these investigations must be initiated,j

21

AlVwith their completion during the following year.In the interim, a detailed emergency action planmust be developed and implemented during periodsof unusually heavy precipitation. Around-the-clock surveillance must also be provided duringthese periods. The problem areas listed inSection 7.2 must be corrected within one year ofnotification.

7.2 RECOMMENDED MEASURES

The regular inspections and maintenance procedurespresently being conducted appear to be inadequate. Athorough checklist should be compiled by the owner'srepresentative and completed during each inspection.Maintenance items should be completed annually. Monitor-ing of the reservoir level should be expanded to includereservoir levels above normal pool.

Monitor the seeps in the dam at regular intervals andduring periods of high reservoir levels for turbidityand increase in flow.

The following remedial measures must be completedwithin one year:

1. Point the joints between bricks on the rightspillway training wall.

2. Repair the deteriorated concrete on the downstreamside of the right wall of the dam.

3. Replace the concrete facing around the 4.5-footdiameter outlet conduit.

4. Repair the outlet pipe valve.

5. Repair the spalled and deteriorated concretesurface on the crest on the right side of the dam.

6. Repair all spalled areas on the concrete surfacesof the dam.

7. Remove all vegetation from the dam.

22

APPENDIX A

PHOTOGRAPHS

CONTENTS

Photo 1 - View Looking Upstream at Right Half of Spillway

Photo 2 - View Looking Upstream at Left Half of Spillway.Note that Bedrock Forms Left Training Wall for

2. Spi 1 lway

Photo 3 - Upstream View of Water Intake Structure

Photo 4 - Upstream View of Out let Gate Stem and Valve

Photo 5 - View Across Crest of Spillway From Left Abutment

Photo 6 - View of Downstream Headwall of Outlet and DischargeChannel from Plant

Photo 7 - Close-up View of Downstream Outlet Headwall

Photo 8 -View Looking Upstream Inside Outlet Tunnel

Photo 9 -View of Right Downstream Face of Dam. Notch Outof Photo Center is the Location of Water IntakeStructure. This Photo is the First of a Seriesof Photos Taken to Show the Right Downstream Faceof the Dam. The Photos Proceed from Upstreamto Downstream.

Photo 10 - View of Right Downstream Face of Dam

Photo 11 - View of Right Downstream Face of Dam. NoteLocation of Red Bucket in Photo

Photo 12 - View Looking Upstream at Right Downstream Faceof Dam

Photo 13 - View of Seepage Through Dam (see Photo 11 forLocation of Red Bucket)

Photo 14 - View of Old Weir Box for Measurement of SeepageThrough Dam (Location Can Be Seen on Photo 10Where the Left Side Mirror of Vehicle is Located)

* Note: Photographs were taken on 8 March 1981.

GLENHAM DAM

Photo 1. View Looking Upstream at Right Half of Spillway8 March 1981

Photo 2. View Looking Upstream at Left Half of Spillway8 Marcl! 1981

GLENIWI DAM

Photo 3. Upstream View of Water Intake Structure8 March 1981

Photo 4. Upstream View of Outlet Gate Stem and Valve8 March 1981

GLENHAM DAM

Photo 5. View Across Crest of Spillway From Left Abutment8 March 1981

Photo 6. View of Downstream Headwall of outlet andDischarge Channel From Plant

8 March 1981

GLENUAM DAM

Photo 7. Close-Up View of Downstream Outlet Headwall8 March 1981

Photo 8. View Looking Upstream Inside Outlet Tunnel

8 March 1981

GLENIIAM DAM

Photo 9. View of Right Downstream Face of Damn8 March 1981

Photo 10. View of Right Downstream Face of Dam8 March 1981

GLENHAM DAM

A,

Photo 11. View of Right Downstream Face of Dam8 March 1981

Photo 12. View Looking Upstream at Right Downstream Face of Dam8 March 1981

S

vI -

,-. -l

GLENHAM DAM

Photo 13. View of Seepage Through Dami(See Photo 11 for Location of Red Bucket)

8 March 1981

I

jI

Photo 14. View of Old Weir Box for Measurement of Seepage Through Dam

(Location Can Be Seen on Photo 10 Where the Left SideMirror of Vehicle is Located)

8 March 1981

n I - - -7--

I. ii - •. i

lpl

APPENDIX B

VISUAL INSPECTION CHECKLIST

p

VISUAL INSPECTION CHECKLIST

1) Basic Data

a. General

Name of Dam Glenham Dam

Fed. I.D. # NY 00072 DEC Dam No. 212C-553

River Basin Lower Hudson

Location: Town Beacon County Dutchess

Stream Name Fishkill Creek

Tributary of Hudson River

Latitude (N) 41 30.8' Longitude (W) 730 56. 7'

Type of Dam Masonry gravity dam

Hazard Category High

Date(s) of Inspection 8 March 1981

Weather Conditions Cloudy, 380 F.

Reservoir Level at Time of Inspection 180.0 ft.

b. Inspection Personnel James G. Ulinski, Anthony P. Klimek and Steve

Lockington

c. Persons Contacted (Including Address & Phone No.) (914) 831-1300

Rino Furlani - Chief of Maintenance

Beacon Texile Printers, Ltd.

Mill and Front Street

Beacon, NY 12508

d. History:

Date Constructed 1875 Date(s) Reconstructed 1911-1915

Designer Original unknown

Constructed By Original unknown

Owner Original unknown

Designer (1911-1915): Fred D. Rhodes and Edward N. Friedman

Architects: Freedman, Robertson and Keeler

Constructed By: Murphy Brothers of New York City

Owner: Glenham Embroidery Company

2) Embankment -Not Applicable

a. Characteristics

* (1) Embankment ~Material _________________________

(2) Cutoff Type _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

(3) Impervious Core __________________________

(4) Internal Drainage System_______________________

(5) Miscellaneous ____________________________

b. Crest

(1) Vertical Alignment________________ __________

(2) Horizontal Alignment______________ ___________

(3) Surface Cracks _____________________________

(4) Miscellaneous ____________________________

c. Upstream Slope

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

(2) Undesirable Growth or Debris, Animal Burrows____________

(3) Sloughing, Subsidence, or Depressions _______________

(4) Slope Protection __________________________

(5) Surface Cracks or Movement at Toe ________________

d. Downstream Slope

(1) Slope (Estimate - V:R)___________ ____________

(2) Undesirable Growth or Debris, Animal Burrows ___________

(3) Sloughing, Subsidence or Depressions________________

(4) Surface Cracks or Movement at Toe __________________

(5) Seepage _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

(6) External Drainage System (D)itches, Trenches, Blanket) _______

(7) Condition Around Outlet Structure _________________

j ~~~(8) Seepage Beyond Toe __________________________

0e. Abutments -Emnbankmient Contact___ _________________

(1) Erosion at Contact______________ __________

(2) Seepage Along Contact _______________________

3) Drainage System

a. Description of System None observed

b. Condition of System Not applicable

C. Discharge from Drainage System Not applicable

4) Instrumentation (Monumentation/Surveys, Observation Wells, Weirs,Piezometers, Etc.) None

5) Reservoir

a. Slopes The slopes immediately adjacent to the reservoir are steep

rock outcroppings.

b. Sedimentation Sedimentation was not directly observed, however, it is

not reported to be a significant problem.

c. Unusual Conditions Which Affect Dam None observed.

6) Area Downstream of Dam

a. Downstream Hazard (No. of Homes, Highways, etc.) A factory, Beacon

Textile Printers, Ltd., is located about 100 feet downstream of the dam.

Loss of life Izn this 6a6tory 1 likely if the dam were to fail.

b. Seepage, Unusual Growth Clear water was flowing out of the rock on the

left abutment at about 5 to 10 gpm (gallons per minute) about 30 ft.

below the spillway.

c. Evidence of Movement Beyond Toe of Dam None observed.

d. Condition of Downstream Channel The downstream channel is bound by a

steep rock face on the left side and a cutstone vertical river wall,

about 7 ft. high, on the right side.

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

"-- III Ii' i = iIiil | il - I" -. .

a. General The spillway consists of a rounded concrete ogee-shaped weir 140 ft.

wide (measured perpendicular to the flow) and has a rounded crest approxi-

* nmately 6 ft. wide. The upstream face of the spillway is vertical for about

10 ft. below the crest, then slopes to the bottom of the reservoir at about

a IH:lV slope. The downstream face of the spillway has a slope of about 1H:lV

across its entire width. The spillway is bound by the 11-ft. high vertical

concrete face of the dam on the right side and two nearly vertical rock out-

croppings on the left side. The right side of the downstream spillway face is

bound by a stone and brick wall.

b. Condition of Service Spillway There was a foot of water going over the crest

of the spillway at the time of inspection, making observation difficult.

There were no major cracks observed in the spillway, and it appeared to be

in fair condition. The concrete on the right training wall was badly spalled,

and mortar was missing from some of the Joints in the stone on the right

training wall.

c. Condition of Auxiliary Spillway None

d. Condition of Discharge Conveyance Channel The spillway discharges into a

stilling basin 65 ft. long and 140 ft. wide. This basin is bound by

a vertical rock outcropping on the left side and a 2-ft. wide concrete

wall on the right side. The basin discharges into the natural river by

dropping over a 3-ft. high by 1-ft. wide rounded, concrete end sill extending

across the downstream end of the stream basin.

• 8) Reservoir Drain/Outlet

Type: Pipe Conduit X Other

Material: Concrete Metal Other Bricklined

Size: 4.5 ft. dis. Length 84 ft. (estimated from plans)

Invert Elevations: Entrance 129.7 (estimated) Exit 128.7

Physical Condition (Describe): Unobservable X

-- -' - .j --

Material: Bricklined conduitAccording to the plans, therc

Joints: Unobservable Alignment are two 450 bends in the pipc

* Structural Integrity: Unobservable

Hydraulic Capability: No problems observed.

Means of Control: Gate Valve X Uncontrolled

Operation: Operable Inoperable Other X

Present Condition (Describe): Water was flowing through the conduit

at the time of inspection. According to the chief of maintenance, the

valve can be opened, but it cannot be entirely closed; therefore, water

always flows through the conduit.

9) Structural

a. Concrete Surfaces Nearly every concrete surface on the dam was badly spelled

and deteriorated. In some places, the concrete had eroded as much as 6 in.

There were some small trees, grass and vines growing on some of the surfaces.

The concrete around the valve controls was in good shape and without signs

of spalling. In some places, the eroded concrete exposed a brick wall

about 8 in. behind the concrete surface.

b. Structural Cracking None observed

c. Movement - Horizontal & Vertical Alignment (Settlement) None observed

d. Junctions with Abutments or Embankments The right side of the dam joins

the right abutment at a rock outcropping. There were no problems observed

at this junction. The left side of the spillway joins the left abutment

at a vertical ronk fAra. The left iunction was under water and could not

be observed at the time of inspection. No information was available about

possible keyinz into the abutments.

e. Drains - Foundation, Joint, Face None observed.a

f. Water Passages, Conduits, Sluices There are four valves that control the

water flow throueh the dam. One valve controls the 5-foot diameter n :'

Rine for the dame this valve was partially opened at the time of inspec ,

The three other valves are located beside one another and control the flow

through pipes that go into Beacon Textile Printers, Ltd. One valve was cor-

pletely opened and supplying water to the factory at the time of inspection.

According to the Chief of Maintenance, with the exception of the valve that

controls the outlet and cannot be completely closed, the valves are in

working condition and are operated every three or four months.

g. Seepage or Leakage There were six seperate seeps observed near the dam

base. They were all flowing clear with no signs of turbidity and varied

between 0.5 and 10 Rpm in estimated rate of flow.

h. Joints - Construction, etc. In places, the spalled concrete has revealed

the brick wall, and water is seeping through the Joints of the brick where

the morter has been washed out. There is grass growing in the Joints

between the stone facing. There appears to be no problem in the Joints

between badly spalled concrete and the good concrete located around the valves.

i. Foundation According to design plans, the dam is built on a surface of

rock and hard pan.

J. Abutments No problems observed.

k. Control Gates None

2oI

1. Approach & Outlet Channels There is no approach or outlet channel for

the spillway.

m. Energy Dissipators (Plunge Pool, etc.) The spillway discharges into a

stilling basin extending across the spillway width (140 ft.) and is 65

ft. long. This basin is bound by a vertical rock outcropping on the left

side and a 2.-foot wide concrete wall on the right side. The basin dis-

charges into the natural river by flowing over a 3-foot high by 1-foot wide

end sill extending across the basin width.

n. Intake Structures The inlets were under water and unobservable at the

time of inspection. However, iron grating, utilized as a trash rack, was

observed over the inlet areas to the three valves controlling the water

flow to the factory.

o. Stability No signs of instability were noted during the visual inspection.

p. Miscellaneous The right side of the dam is perpendicular to the spillway

crest. The dam is "L"-shaped.

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

a. Description and Condition None

_ _

APPENDIX C

HYDROLOGIC/HYDRAULIC DATA AND COMPUTATIONS

P. 6-

MICHAEL BAKER, JR., INC. Subject S .0. No.______

THE BAKER ENGINEERS RQpervO je 11 ,9A oe,14 Sheet No.___ of___

Bo'~ 80 //DA'I~IL /. G G '9 7O~dSDrawing No._____

Beaver. Pa. 15009 Computed by Checked by Date

7y-)vcqL Cqoss 5,Fcr~o,vs

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Q/l r.- P, 4q rw 13Z

5^IA 4 W,9 r ,q,-p9e17j3

HEC-1 DO5 Cop,purffe PA,.qy-s

CHECK LIST FOR DAMSHYDROLOGIC AND HYDRAULIC

ENGINEERING DATA

AREA-CAPACITY DATA:

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

1) Top of Dam 169.6 1.90 43

2) Design High Water

(Max. Design Pool)---

3) Auxiliary SpillwayCrest -

4) Pool Level withFlashboards -

5) Service Spillway15.1452Crest 159.0___ 1.45_____ 25_______

DISCHARGES

Vlm

(cfs)

1) Average Daily 279

2) Spillway @ Maximum High Water - Top of Dam - 19,761

3) Spillway @~ Design High Water ---_________

4) Spillway @ Auxiliary Spillway Crest Elevation ---________

5) Low Level Outlet 406

6) Total (of all facilities) @ Maximum High Water 20,167

7) Maximum Known Flood Unknown

* 8) At Time of Inspection 450

CREST: ELEVATION: 169.6 ft.

Type: Concrete

Width: 8.5 ft. to 24 ft. Length: 310t

Spillover ____________________________________

Location Near left abutment

SPILLWAY: '

SERVICE AUXILIARY

159. 00 Ft. Elevation None

6.5 ft. Width ___________________

Type of Control

X Uncontrolled __________________

Controlled:

___ ___ ___ ___ ___ ___ ___ ___ ___ ___ Type _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

(Flashboards; gate)---___ _ _ _ __ _ _ _ __ _ _ _ Number _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

___________________________Size/Length ___________________

Invert Material _________________

Anticipated Lengthof Operating Service ________________

---___ _ _ _ __ _ _ __ _ _ _ Chute Length _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

10 ft. Height Between Spillway Crest _____________

& Approach Channel Invert(Weir Flow)

HYDROMETEROLOGICAL GAGES:

Type: None

Location:

Records:

Date:

Max. Reading:

FLOOD WATER CONTROL SYSTEM:

Warning System: None

Method of Controlled Releases (mechanisms):

Three valves on the crest control water to the adjacent factory, and one

valve controls the 4.5 ft. diameter conduit that outlets at the toe of the

dam.

Ip - - - ~ -t

DRAINAGE AREA: 188.57 sq. mi.

DRAINAGE BASIN RUNOFF CHARACTERISTICS:

Land Use- Type: Mostly rural

Terrain - Relief: Gently sloping

Surface - Soil: Well drained

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

No known plans for altering the existing runoff patterns.

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

None observed

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

None observed

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

Location: None

Elevation:_________________________________

* Reservoir:

Length @ Maximum Pool 1100 ft.

Length of Shoreline (@ Spillway Crest) 2300 ft.

MICHAEL BAKER, JR., INC. Subject 0 LS/I HA /1 DAI' 5.o. No.

THE BAKER ENGINEERS TOP -p F -O PM PaF LE Shoot No. of

Bo 20Drawing No.~Box 280

Beaver., Pa. 15009 Computed by . . Chocked by Do,. 3-1.-e I

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MICHAEL BAKER, JR., INC. Subject -GLEAHAM DAM S.D. No.THE BAKER ENGINEERS Cp,05 5PCrTIONS p F= nAm .Sh.t No.:P' of Z.4

Box 280 Drawing No.

Beaver, Pa. 15009 Computed by /4 K Checked by Date -- 8I

ORO5-SEc-'rlor0 AT 5TTION I-+ ,z.

MINIMUM TOP OF DAMELEVATION 10,6 FT

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CREST3 TOE OF

'f 0

0 to 2o 30 40OISTANCE (Fr)

CROS5 SECTION AT STATION 2+57

CREST OF DAMELEVATIoN IG9.9 FT.

170

I-WATER SUr.FACE4z0 I40 1 ELEVATION I_O.0

TOE OF DAIMFELEVATIOPJ WZ6F

0 10 20 30 40DISTANCE (Fr)

j K• - ... = ,r : I IIIIIIII I

MICHAEL BAKER, JR., INC. Subject G LEol4 AM OArvI S.. No.

THE BAKER ENGINEERS SPILL WAY PfROFILF Shoot No..-... of 74"

Drawing No.Box 280

Beaver. Pa. 15009 Computed by A PK -Checked by Date -20- I

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THE BAKER ENGINEERS 5 /s 4i n'. Shoot No. of 7-4

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APPENDIX D

REFERENCES

REFERENCES

1. University of the State of New York, Geology of New York,Education Leaflet 20, 1966.

2. Broughton, John G. and others, "Geologic Map of New York -Lower Hudson Sheet," New York State Museum and ScienceService, Map and Chart Series No. 15, 1970.

3. Dunbar, Carl 0. and Waage, Karl M., Historical Geology,John Wiley and Sons, Inc., New York, 1969.

4. Bureau of Reclamation, U.S. Dept. of the Interior, Designof Small Dams, A Water Resources Technical Publication,1977.

5. Chow, Ven Te, Handbook of AppliedHydrolog , McGraw - HillBook Company, New York, 1964.

6. Chow, Ven Te, Open Channel Hydraulics, McGraw - Hill BookCompany, New York, First Edition, 1959.

7. HMR 33, "Seasonal Variations of Probable MaximumPrecipitation, East of the 105th Meridian for Areas 10 to1000 Square Miles and Durations of 6 to 48 Hours," (1956).

8. King, Horace Williams and Brater, Ernest F., Handbook ofHydraulics, Fifth Edition, McGraw - Hill Book Company,New York, 1963.

9. Soil Conservation Service, "National EngineeringHandbook - Section 4, Hydrology," U.S. Department ofAgriculture, 1964.

10. Soil Conservation Service, "National EngineeringHandbook - Section 5, Hydraulics," U.S. Department ofAgriculture.

11. U.S. Army, Hydrological Engineering Center, "FloodHydrograph Package (HEC-1), Dam Safety Investigations,Users Manual," Corps of Engineers, Davis, California,September 1978.

12. U.S. Army, "Inventory of United States Dams," Corps ofEngineers, 9 September 1978.

13. U.S. Army, Office of the Chief of Engineers, "Appendix D,Recommended Guidelines for Safety Inspection of Dams,"National Program of Inspection of Dams, Volume ., Corps ofEngineers, Washington, D.C., May 1975.

I 6_

te -;A,

14. George, Thomas S. and Taylor, Robert S., Hydrologic FloodRouting Model For Lower Hudson River Basin, WaterResources Engineers, Inc., 8001 Forbes Place, Suite 312,Springfield, Virginia, January 1977.

15. U.S. Army, Office of the Chief of Engineers, EngineeringCircular EC-1110-2-163 (Draft Engineering Manual),"Spillway and Freeboard Requirements for Dams,Appendix C, Hydrometeorological Criteria and HyetographEstimates," (August 1975).

16. U.S. Army, Office of the Chief of Engineers, EngineeringCircular EC-1110-2-188, "Engineering and Design,National Program of Inspection of Non-Federal Dams,"Corps of Engineers, Washington, D.C., 30 December 1977.

17. U.S. Army, Office of the Chief of Engineers, EngineerTechnical Letter No. ETL 1110-2-234, "Engineering andDesign, National Program of Inspection of Non-FederalDams, Review of Spillway Adequacy," Corps of Engineers,Washington, D.C., 10 May 1978.

I ~ ~~- I -~:

---- -'-- I

APPENDIX E

DRAWINGS

I.-

CONTENTS

Location Plan

Watershed Map

Plate 1: Field Sketch

Plate 2: Plan View

Plate 3: Plan View in Sections

Plate 4a: Plan View in Sections

Plate 4b: Sections

. I

V

Ut. / ZIP'G E ('a ,

IF~

Mr; &

SCAL L24M0

- 0 ma no 3m 4W IM l m f MOM

I S I

REFEIENCEP:LOCATION PLANI.A.SGS. 7.5 WAPPINGERS FALLS,N.Y LNA A

~QARNGLE. 1956 LNA A

N.Y. "

GLENHAM -- ~'-DAM~

- ~ r -

- I - ~ - " -YU

L * , - ~~WATESH7

REFEREcES: ATERSED MA

f. ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~cl 1:250,0000HAT0DONNYNJAS.GL A A

QUADRANGLE. PHOTORE VISED 1975

N FIELD SAETCHR If., T GLENHAMi DAM, .y'

AEOTMENT MIcHAEL BAXF.F Jr. J

8MARC-14 Id8IPmR ENCE -Not to Scale-

RLEEVOIR£EEP Q.S RAsH RACJ'K

s&&p S-Io P. 01 LVES COAITOLLIN&0 FLOW TO FAC.TORY

~ ~)pr~ .VALVE FoRFLOWING1 IMO OurLET PIPE

CUT c LEFT.

SEEP .St.R-.t-CG.S- WIDE ROUNDED CRaST

DOWNSTREAm Font or-SEE5 E E S T O N O G E E S P IL L W A ~Y S R o ci-

SErEP ii.p.m.4- PLATS'I FAcEbEEP 2~pD~ ST

T Or- SPILLWAyPLATES 015CHAAGE F~kto

OF OUT LET PIPE SEEP 15-

STILLNJG BASIN\

FACTOR'( w CONCRErFEWALL cC-ONCRETE BERM* (BEACON TEXILE Liu Z

PRINTERS LTD.) '7;%jI

DOWN STREAMj*CUT STONE CHAN/YEL

fAIVER WALLNOTES: 1) SURFACES CAPPED uWIr CUT STIONE /PLA7rF~ HAv/E WGEDS A.ND 6RUSI

CGROW4IN4 IN~ NEA1Rb' EVI;Rv JOINT.Z) VIRTrUALLY FEVERY CONCRETE~ SURFAcE

SC If$ si6 OF SPALLIAI& PL A TE I

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APPENDIX F

BACKGROUND DOCUMENTS

DEC DAM INSPECTION REPORT

RB CTY YR. AP. DAM NO. INS. DATE USE TYPE

AS BUILT INSPECTION ' "w 4

L ocation of Spillway f Elevationsand outlet

Size of Spillway Geomery ofand outlet Non-overflow section

GENERAL CONDITION OF NON-OVERFLX4 SECTION

Settlement ] Cracks Deflections

Joints Surface oL Leakage

Undermining liSettlement of Crest of Dam

L .. L [jEmbankment-

FIDownstream Upstream flToe ofSlope II Slope L Slope

GENERAL CONDITION OF SPILLWAY AND OUTLET WORKS

TAuxiliary f Service or r StillingSpillway Concrete Spillway Basin

Joints Surface of cc eSpit lway12.1 ~Con crete IlToe

F Mechanical Plunge oo f DrainLUEquipment LAPool L

Maintenance Hazard Class

I[ Evaluation [E Inspector

COMMENTS:

I_- ~ C. C

rolki t1M. 6ji.m ,1-10, _t

(NOTICE: After filling out one of these forms as completely as possible for each dam n. your district, return it at once to the

Conservation Commission, Albany.)

I.. * STATE OF NEw YORK

; CONSERVATION COMMISSIONA B LANY

DAM REPORT

......................................... .............................................. , 9 .

CONSERVATION COMMISSION,

DivisioN OF INLAND VATERS.

GENTLEMEN:

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

as th ....... .. ........ Dam .

T l i dani t u o ....... .............................................

in the Tow n of .............. ........... .................. County,

about-.... .............. tm the Village or City o.tState distance)

The distance,.v ....... stream from the dam, to the... .........................(Up or down) (Give namef n...t't+* imeortant stream or of a bridge)

is about .. .-.. ............................(Satle distancri '

The dam is now owned b .......... Z

and was built in or about the yrear ./ &,.. ........ , and was exten. vely repaired or reconstructed

during the year t . ,t--.• /'-o

As it now stanls, the spillway )rtion of this daun is built Of , ..C.i ,,. .... .. , .C t'

and the other portions are built of . ........ ...............................................

09:31.- Wh'. her of ,n -,'. i r tor. i r tm~,rr -i '.h nw %vihI.,t inck fils

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

fou nd ation bed is .............. ... ..........................................................

4 .. .- ' . , . .

- . , ... .

The total length of this dam is ............. ..7 I ............... .. ......... feet. The spillway or waste-

weir portion, is about ...... ........... feet long, and the crest of the, spillway is

about ........ o......f......... feet below the top of the dam.

The number, size and location of discharge pipes, waste pipes or gate3 which may be

used for drawing off the water from behind the dam, are as follows:.. r- t. , - ,. ..... . . ........ ........

State briefly, in the space below, whether, in your judgment, this dam is in good condition, or baI cozditio2, de3cribing particularlyany.leaks or cracks which you may have observed.)

Reportecd by ....................

Repord . .. ........ ..... ..................(AddreM-Stmt und numbe. P. 0. B)a or R. F. D. route)

(Nume W place)(SEE OTHER SIDE)

a

(In the space below, make one sketch shewing the form and dimensions of a cross section through the spitway or wa3to-weir of thisdam, and a second sketch showing the same information fo a cross section through the other portion of the dam. Show par-ticularly the greatest height of the dam above the stream bed, its thickness at the top, and thiskness at the bottom, as nearly asyou can learn.) A

5.

as -.

(t p _m e h s h w tg a a t d a t p i p t i lno

othe conpicuus oject in he

IAI0

T 7I

JDAMES N. BERSNAN FRIEDMANN. ROBERTSON & KEELER CABLE ADURLSS* ~~JAMES M. IODERrSON DNCAD

FUEDKZC E , REELER ARCHITECTS AND ENGINEERS TELEPHONE90 WEST STREET SIS.7l ElCTon

ARTHUR U. ELUorT NEW YORK

May 17th.11916

Alex Rice MoKim Esqr

-Conservati on -Commission,

A lbanyX.Y.

My dear Mr.UcKlm:-

In re Dam o.553 Lower Hudson Watershed.

Referring ±on.our recent conversation regarding

the dam at Glenham New Yorkowned by the Gleb ha Embroidery

Copany,I -enclase two blue prints showing repairs to this

dam in 1911-1912

During 1914-1915 certain repairs and alterations

were made to the dam apron-to-prevent back scouringand I

herewith enclose photographs showing the work as it progressed.

These repairs were completed early in 1915.

Yours very truly

I

rp AD-AI05 621 BAKER ( MIC AEL) JR INC BEAVER PA ~/6 13Z117 ATIONAL OAN SAFETY PRiOGAM. GLEIBIAM DAM (INVENTORY NUMBER N.Y.-_-ETC CU)

AUG 81 S KE STER OACW1IB-C-0010UNCLASSIFIED NL

21" flllllDfffff

a ~ ~ a 4aLV'P .

W ~ SBiL.making anextension of 200fetI* ~ F R L KA :O.awofoldobject, of prooctn 'the

whee and .power-plaut.Ifr d sonitr placSppauses, holes 10 feet deep

'.' 115~e # fAq ~were dug by water In the old apron.Tut o LongAgar in other piaces a -man could * crawl,~ a~v'~ddDaa~aOA' some 30 feet through the big, Open-

'i" lags.J)3:A DIFFICULTLONX A wooden flume about 8 by 8 was

*r .' constructed 100 feet long to cam!' off:.6,1: water from the water wheel; alsoa,!

*.,Ing the entire width pf thecreek atadtacofabout 740 feet below the.

monte MI4Odam. This cofferdam was constructJ :ato prevent the water from backing

N -M4or Ruhed WI Or r 0 up sand also for the safety of those:.~ ~' ~ ' ~ employed In the work. Three pumps'

' '~-~-. .& having a capacity of 4,000 gallons perBPS" 10 The XGW1 minute were Installed In pits, Into1

* ieee...'Dec. L_.Fr'tb. pest four1 which drained the watier, seeping-mnouths, a- small armyt of me&n-ma- through the creek bottom. Thus awas. carpenters. engineers and' labor, comparatively dry place for the men,

w.haeboen busily engaged jal re-to work was afforded. In-connection'paiig and. constructing - dms . cutI with -the -ecaving, &a trench 7 feet

Soff walls, bulkheada. water sheds, ae wide was dug to rock bottom andfo the Glenbam Embroidery Co. ThisJ -Mtl bevy-tlmber. a hoidhack wasImmense giece, of engineering Is prc made from loose dirt and rock which

-A tically completed and today water is might have Interfered with the work.jon.~'ce more runingover' hthlbg -dan A cable way w"Anstalled from shoreGSA.me of the factory. q - to shore for the purpose of handling,

-Th Iis dam, which is 35 feet high' And machinery and such material used Itn* ,' ~~'142 feet long, was built in 1876. and this vast work. An average of 25 to ,._

""~" V ~ ,:~ , the vast amuntuu of water, an l the 40 men a day Wae bee.. employed on -''s

'spring of the year-ce, wbich rushes the contract.overithad orn'awy an uner. The men engaged in such difficuitm Itm base torrn -ao suhean ad dangerous work were prt re

extent-thet much repairing was ue- 'with such care and diligence that n&i.j of th', The work has- been In chrg accidents occurred either to meon em-',ortWMurphy Bros., builders, of 30~ ployd or the construction work It-.

East 42d street, New York*,city. Wtel. At times thipre ' was tlowing"FredMAn Robertson'and Keeler'als UmTrogh the temporarly flume, eight '-

aet New York city e.'tearchi. feet of water, six feet deep and at a.A *" ~tets~The 'work was chiefly for the. velocity of 10 feet Per second.. 'The *

spu rpose of preventing tho bask scour, otract, is now completed and addsI of water from'underlining tho'bigl another to the', many, improvementsk dam..- The;-eustruto.'of.& ontf 'being maid. sinee the opening of thel

rwail, located 10 toot below the dam, old mill by the Embroidery Co. ' -TheIwbich -extends the entire widtft of the I 1concr is at present very buYwtcreeb.. also dropping down 'to:,solid the manufacture, of their lace. due to

In some plqsadpho 0Ithe present conditions, *brod.F'ojls.baa been codrpleted. - A new mn LRhodes was'lihe consulting sagi-i

~ ~. ~,Iinfeed concrete apron connecting newr In charge.' Under his personalt he mut-W well with down stream face supervision. the week bas given per.ot does has also been built. The too fect sastfetle.. '

~ -- *.,.7~ad the WWIl extends about fourfetoot~above the apron and caerm a second-

.11 s r reservoir or watsr'cushlc., adding~an . ws of-14 square feetad aidepth of fear feet Th beost ofthiscubls Is to tahs the Impact of the

twater and lee that sows ever tilecrst of dam This wa eabcusho is

I...:~.isoeostre,t dralaeeawslf by-'

i JK .1

-~W' AP. -- -,

__ V'~T GROMILLE - -

~TieGlnamEmridery' CojyV lI A R( iRuse.Struture evenFeet to;

-- The arge44M of the aleaham EEI- -~higtoned -and -widened to Inceas ia~.da t"h 'lna

menus Embroidery Company In bng heigh

th W .fepwer' of the. engines Of ,ed 'and *.Widened 'to. Increase -th

them~l. ~hencompleted: the da feer* power at' the; -engines of teil- . -dam mili. -When completed the dam wil .*

aml * be1'e feet higher than the, osvnls.hge hntefr:and 0; oo 4tube o se nd ent. e Shun r' th ise

"toctre stucdr twenty 7e'wie~ iVisr. -hswl hold-r back.ur twent h wll hold back a munch jarger quatl

la1rger'quiatity .o water' ead.great power of the turbines. At present'lyi dncrose the' power of the tu, about 60 mhon are at work an the Gaint

bIssee. ,~& prmets;n50 ... 'n' the work 'nearly, finished.

StWork ; 08 theis m .and have the. The extpsion ot, the equipment1- has beeni progress ever zinc* the1~Wyk earl finshed, ~ lout first w.in opened. The grow th

~'le ntnaon ofteeuimn of business has additIgnal machineir* -lnd the 'prospects now are that thia

Ola been in .Progrss evir sine -the' !!pansiozL: will contloue.lantfrst was opened. Time growth

-- ' *tbizsn -a Iw necooltatod the.,irn.- -

itaflation of -*additional maabfnery* And the prospeets now are that this

pa so wil coulsue.

;Waa~5 I -O

---. ,~- " I 3 • . .. .,.l &, ; ,

FRED DANA RHODES^*SecO. M.AM. Sac. e.g.

CONSULTING ENGINEERrOuNOATIONs. STIlL STOUCTUN•CS, CXPRT IMPORTS

140 CEDAR STORETl NEIW YORK

TaLEpONE 380a COUTLANOT Nov. 1, 1911.

State of Vew York Conservation Commibnion,Alexander Rice +fcK m, Inspector uf Docks an:d DLas,

Albany, X e Y e

Dear Sir:-

Please accept our thanks for yuurs of the 30th ultimo In

relation to 71shkill CreekDamtN.Y. The plans which we sutwitted are

really tentative plans and some of our aisumptions have been made on

Informatiga fras sorie of the men employed In the construction of the

dam, together with shafts which we have sunk near the dam tu determine

go far &s we are able the character of the soil. .Two men who helped

build the dam and whose names and addresses we have, infurmed us that

the dram rested partly on rock and partly on hard-pan. The plant has

been idle for some eia'hteen years and at the time our prelL-ninarzr in-

vistigations were made we had no power with which to pump water out of

the shafts which we desired to sink. We have jroceeded on the theory

that the dam rested partly on bard-pan and partly on rock, and It is

our Intention, when cnditiorn are such thct repairs can he tndertaken,

to construct a flume tu carry off the waters from the flood gate which

have thus far made it Impossible tu make a detailed examination. Within

the !.at few weeks a stea. plant has been put In operation, but the

water has been so high that it did not seem advisable to start even the

preliminary operation.. We are informed that there was no core wall

and that the dam as constructed entire y of bruken $tune and Rosendle

cement e We think that the present leakage in probably due to the fact

that some of the Rosendale cement'.1s warhed out. There is, however,

n Can of ether a crack ur of sllp-ing.

N; + , '" l,",,

State V. Y, Conservatiun Cov.iseln -.. A/.,.-... A2

The order of procedure whioh we Intend to follow Is

7irst--Tu waterproof the up-stream face of the dam-without inoreaoinr

its present heiht, and at the same time to carry off the waste water

so that the too will be entirely dry; then we should be able to know

whether there is any leakage or seepage between the base uf the da

and the soll or rock foundation. Second--To slnk shafts at the toe of

the dam in order to determine precisely the character of the soil.

Third--In the event that there is no leakage and the soil Is either

hard-pan or rock, to Increase the height of the dam, as Indicated on

the drawings. This particular work will be done in the following order:

constructing the wing walls of the bulkhead; increasine the hciht of

the bulkhead; surfacing and extending the down-stream face, and in-

crea"ing the height of the crest.

Te desire to Add that the dam was built about 1875.

Trusting that we may have notice of yuur aj.roval of the

plans executed in accordance with the provisn na of this letter, we

are,

Respectfully yours,

DA A JU{OS , .L.

D IIM-BY

*v7

I NOW

APPENDIX G

STAB IL ITY COMPUTAT IONS

I'V

OWN*

MICHAEL BAKER, JR., INC. Subiect ___Z___ _______,___ .0. No./&:'' A, ,1THE BAKER ENGINEERS A-7b,"/" '/!/.,._ ShootN .

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THE BAKER ENGINEERS - 4 ,d;. Sheet No.A "-

BtOX 280 O 7 , Drawing No.

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MICHAEL BAKER, JR., INC. Subject .__ _. __ __-, _ __ ___:__,__S.O. No.

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MICHAEL BAKER, JR., INC. Subj.ct J/"&P , ..Z P,, s.o. No.

THE BAKER ENGINEERS P, a e 01 Sheot No.- Z_ of

BoX 280 Drawing No.

['a, r. Pa. 15000 Computed by . .- . Chocked by Date 'Th'e . /? /

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MICHAELI. BAKER, JR., INC. Subject Qke 1A4,q -i.qr S.D. No.iZA'jTHE BKER ENGINEERS .5 lr46uAir/ 4 /V Sho Noe . 57 o

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MICHAEL R3AKER, JR., INC. Subject S._______________ .0. N. -THE BAKER ENGINEERS &7- V! - Sheet No.2. of

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