AD-AL05 76 BAKER (MICHAEL) JR INC BEAVER PA F/ 13/13

NATIONAL DAM SAFETY PROGRAM. MELZINGAH RESERVOIR DAM IINVENTORY--ETC(U)JUN 81 6 KESTER DACW51-81-C-O010

UNCLASSIFIED NL

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LOWER HUDSON RIVER BASIN

SMELZINGAH RESERVOIR DAM

DUTCHESS COUNTY, NEW YORK LVLINVENTORY NO. N.Y. 032

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

i VC0VED FOR PUBLIDisTRIBUTION UNLIMTEO

Su ; 1981

NEW YORK DISTRICT CORPS OF ENGINEERS

JUNE 1981. -'9,~

SECURITY CLAS"IFICATIO'4 OV THIS PAGE ("1-~ 01. E'?.-d)1J BFR 0i~ZG~RA 'REPORT DOCUMEN]TATION PACIE READ INSTRUCTLSS

E.pot mu~E 12. E0VT ACCESSION NO 3. C'?*S TLG 4UM3ZR

Phase*. I~b Inpcin''r 1 Pha'se I Inspection Report

MelzngahDamNational Damn Safety Program

Lower Hudson River Basin, Dutchess County, NY P;FRPGOC E~rPu~a

Inventory j. 32 B. CO*iAT eGi? NB

1. ATHO~d)j1~DACW51-81-C/1i

4. p'~i C. oaNj.z xRa. -10 PROGRAM Ef EM41T.PROJEC.. ^34j

Michael *baker, Jr. Inc. AREA & WORKkAhr tNu.MA ais

4301 Dutch Ridgce Road

_______ PA 15009 J-_________________

* t.WCICE.LN NAMEI A40 ADDRESS REPORTO~

Departo~nt of the Army VJn-426 Federal Plaza New York District, CofE ( :t a-New York, New York 10207

14. 140MITORING AGaNCY MA44E & AOO3RESS(i! diff.oeI from Cont,oillin4 OUlc.) $5. SECURITY CLAS3. (ofI thl re-oDepartment of the Army26 Federal Plaza New York District, CofE: UNCLASSIFIEDNew York, .NY 10287 i. ELSEFC~O4D'NROM

SChEOULE

16. DWSTRIBUT.ZION STArE1.4ET (*fetlei R.pef)

Approved Ecr public rel ease; Distribution uu1 inited.

I.DjSTRi3UIO. STATEM4ENT (*I the abaljecf enltered In Block 20, it diiiereM -'

(A National Dam Safety Program. Melzingal4 am\7 (Inventory Number NY 032), Lower Hudson River,

Basin, Dutchess County, New York. Phase IIa. SL!PP . EMENTARY NOTES- Inspection Report.

-ri '-.~OROS (CrAf~~ t ew a aide it inc*0~7 end IdentIly by block. number.)".a %fety

* .I.Z-al Dam Safety Proaram Maizingab Dam* "'il ispecion-. . Dutchess County

Lower Hudson River Basin"".0y, Strutural St!al~lity

-epqrt povd-_ -zto n nalyi cn hp7sical cov::o or-hZ I orthe re-.o:r dac.'. Information ani1 nnilysis are base, o:,, yK';ual.

A' ..~:t&oi t,-2 d.'-' by the performing ozganizat-&,:n.

* I Examination of available documents and a visual inspec-tz.on of the dam and appurtenant structures did not reveal

=tditions which constitute an immediate hazard to human:ife or property.

VDr IM ED7 .o'. or I Plov as is 09SOL~re _ecqZJi.secu;4bTy CLASSIFICAtIOs? 09 -1q?% Of(~ .. &.0--

SIECURITY CLASSFICATION OF THIS PAGE(Whe -at& Entered)

Using the Corps of Engineers' screening criteria, ithas been determined that the dam would be overtopped for allztorms exceeding approximately 14 percent of the ProbableXaximum Flood (PMF). The spillway is, therefore, adjudgedas "seriously inadequate" and the dam is assessed as unsafe,non-emergency.

- The classification of ."unsafe" applied to a dam be"-auseof a "seriously inadequate spillway" is not meant to coAnotethe same degree of emergency as would be associated with an"unsafe" classification applied for a structural deficiency.:t does mean, however, that, based on an initial screeningand preliminary computations, there appears to be a seriousleficiency in spillway capacity, so that if a severe stormwere to occur, overtopping and failure of the dam would takeI.ace, significantly increasing the hazard to loss of life,iownstream.

On the basis of stability analyses of the concretelravity portion of the dam performed for this investigation,the factors of safety against overturning are generally low,and the locations of the resultants fall outside of the-:'ddle 1/3. The stability of the dam against sliding was

', !terined to be inadequate for all loading conditions.

It is therefore recommended that, within three monthsnotification of the owner, detailed hydrologic and hydraulic%.estigations of the structure should be undertaken to more

-z-.-rately determine the site-specific characteristics of• watershed and their effects upon the overtopping potential- the dam. At the same time, further analyses of the.t:-uctural stability of the dam should be performed. The,e-oage areas should be investigated to determine their

ca..se and needed repairs. The results of these investigationsand analyses will determine the appropriate remedial measures:qe-,ired to restore the stability and safety of the structure..n the interim, a detailed emergency action plan must be_.-,.eloped and implemented during periods of unusually heavyp:-ecipitation. Around-the-clock surveillance must also beprovided during these periods.

Current inspection and maintenance procedures by theowner are adequate but need to be documented. Monitoring ofthe reservoir levels should be expanded to include readings:iuring peak flow periods.

.ALoosuon For,TIS GRA& DTICDTIC TAB 11 E LECTEUnannounced F-uJustificatio OCT 19 1981

By-

Distribution/ DAvailability Codes

Dist Specialfj. ISECURITY CLAS.IWCA 2dMN OF THSM PA~(W,%01Pr I'N nttea011

140

PREFACE

This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams, for[ Phase 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 general

.1 condition of the dam is based upon available data and visualinspections. Detailed investigation and analyses involvingtopographic mapping, subsurface investigations, testing, and

*1 detailed computational evaluations are beyond the scope of a'I Phase I Investigation; however, the investigation is intended

to 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 thenormal operating environment of the structure.

It is important to note that the condition of a damdepends 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 theestimated "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 PROGRAMMELZINGAH RESERVOIR DAM

I.D. No. NY 032DEC DAM No. 213A-523A LOWER HUDSON RIVER BASIN

DUTCHESS COUNTY, NEW YORK

TABLE OF CONTENTS

PAGE NO.

ASSESSMENT

OVERVIEW PHOTOGRAPH

1 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 52.4 CONSTRUCTION RECORDS 62.5 OPERATION RECORDS 62.6 EVALUATION OF DATA 6

3 VISUAL INSPECTION 7

3.1 FINDINGS 73.2 EVALUATION 9

4 OPERATION AND MAINTENANCE PROCEDURES 11

4.1 PROCEDURES 114.2 MAINTENANCE OF THE DAM 114.3 WARNING SYSTEM ii4.4 EVALUATION 11

5 HYDRAULIC/HYDROLOGIC 13

5.1 DRAINAGE AREA CHARACTERISTICS 135.2 ANALYSIS CRITERIA 135.3 SPILLWAY CAPACITY 135.4 RESERVOIR CAPACITY 135.5 FLOODS OF RECORD 145.6 OVERTOPPING POTENTIAL 145.7 RESERVOIR EMPTYING POTENTIAL 145.8 EVALUATION 14

PAGE NO.

6 STRUCTURAL STABILITY 15

6.1 EVALUATION OF STRUCTURAL STABILITY 156.2 STABILITY ANALYSIS 15

7 ASSESSMENT/RECOMMENDATIONS 17

7.1 ASSESSMENT 177.2 RECOMMENDED MEASURES 18

APPENDIX

A. PHOTOGRAPHS

B. VISUAL INSPECTION CHECKLIST

C. HYDROLOGIC/HYDRAULIC DATA AND COMPUTATIONS

D. REFERENCES

E. STABILITY COMPUTATIONS

F. DRAWINGS

G. BACKGROUND DOCUMENTS

I

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

Name of Dam: Melzingah Reservoir Dam (I.D. No. NY 032)

State: New York

County: Dutchess

Stream: Gordons Brook

Dates of Inspection: 11 January 19818 March 1981

ASSESSMENT

Examination of available documents and a visual inspec-tion of the dam and appurtenant structures did not revealconditions 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 approximately 14 percent of the ProbableMaximum Flood (PMF). The spillway is, therefore, adjudgedas "seriously inadequate" and the dam is assessed as unsafe,non-emergency.

The classification of "unsafe" applied to a dam becauseof a "seriously inadequate spillway" is not meant to connotethe same degree of emergency as would be associated with an"unsafe" classification applied for a structural deficiency.It does mean, however, that, based on an initial screeningand preliminary computations, there appears to be a seriousdeficiency in spillway capacity, so that if a severe stormwere to occur, overtopping and failure of the dam would takeplace, significantly increasing the hazard to loss of lifedownstream.

On the basis of stability analyses of the concretegravity portion of the dam performed for this investigation,the factors of safety against overturning are generally low,and the locations of the resultants fall outside of themiddle 1/3. The stability of the dam against sliding wasdetermined to be inadequate for all loading conditions.

It is therefore recommended that, within three months

of notification of the owner, detailed hydrologic and hydraulicinvestigations of the structure should be undertaken to more

accurately determine the site-specific characteristics oft.e 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. Theseepage areas should be investigated to determine theircause and needed repairs. The results of these investigationsand analyses will determine the appropriate remedial measuresreo-~red -o restore the stability and safety of the structure.In the interim, a detailed emergency action plan must bedeveloped and implemented during periods of unusually heavyprecipitation. Around-the-clock surveillance must also beprovided during these periods.

Current inspection and maintenance procedures by theowner are adeqruate but need to be documented. Monitoring ofthe reservoir levels should be expanded to include readingsduring peak flow periods.

The following remedial measures must be completedwithin one year:

1. The trees and brush must be removed from thedownstream toe of the dam. All trees with a trunkdiameter greater than 3 inches must have theirroot systems removed. All resultant areas oferosion and cavities should be filled, graded,compacted, and seeded.

2. All trees in the spillway discharge channel must

be cut off at ground level.

3. The gunite surface of the dam must be repaired.

4. The leak in the 12-inch water supply line must berepaired.

5. The deteriorated construction joint in the upstreamface must be repaired.

SUBMITTED: 7eaFnville Keste ri, Jr., Ae-.E.

Vice/ resident -

MIC tL BAK elRl New York, INC.

APPR VED:Coloel WM. Smit , Jr.

New York District Engineer

3 0 JUN 1981DATE:

[EP

03 -4

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAMMELZINGAH RESERVOIR DAM

I.D. No. NY 032DEC DAM No. 213A-523A

LOWER 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,New York District, Corps of Engineers, to fulfillthe requirements of the National Dam InspectionAct, Public Law 92-367.

b. Purpose of Inspection - This inspection was con-ducted to evaluate the existing conditions of thedam, to identify deficiencies and hazardous condi-tions, to determine if these deficiencies constitutehazards to life and property, and to recommendremedial measures where required.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam - Melzingah Reservoir Dam is agunite-coated, concrete gravity structure 49.2feet high (measured from the crest to the toe ofthe dam) and 524 feet long with a vertical upstreamface, a downstream face sloping at lV:0.7H (Verticalto Horizontal), and a crest width of 5 feet. The100-foot wide concrete spillway begins 25 feetfrom the right abutment.' The spillway has a 450inclined upstream face, a 2-foot wide crest, and asloping downstream face. Spillway training walls18 inches wide are on the downstream face of thedam extending from the crest to the dischargechannel.

The discharge channel at the toe of the dam con-tains many large boulders. Fifty feet downstreamfrom the base of the dam, there is a 3-foot dropto a steep and narrow channel leading to an aban-doned dam 600 feet downstream.

'Looking downstream.

Gate houses on the upstream and downstream sidesof the dam immediately to the left of the spill-way contain the valves to control the two 24-inchdiameter cast-iron pipes which lead out of theimpoundment. One of the pipes serves as a blow-off,and the other is a water supply line reduced to a12-inch pipe. Both 24-inch pipes extend just down-stteam of the lower gate house.

b. Location-- Melzingah Reservoir Dam on GordonsBrook, a tributary of the Hudson River, is 2 milessouth of Beacon, New York.\ The reservoir and damare in Dutchess County, New York. The coordinatesof the dam are N 410 28.3' and W 730 58.1'. Thedam can be found on the West Point, New York, USGS7.5 minute topographic quadrangle. A Location Mapis shown in Appendix F.

c. Size Classification - Melzingah Reservoir Dam is49.2 feet high, and the reservoir storage capacityat the crest of the dam (elevation 423.4 feetM.S.L.) is 187 acre-feet. Therefore, the dam isin the "intermediate" size category as defined bythe Recommended Guidelines for Safety Inspectionof Dams (Reference 14, Appendix D).

d. Hazard Classification - One house, a garage, andRoute 9D are located 2500 feet downstream from thedam. Loss of life in the home is likely if thedam were to fail. Melzingah Reservoir Dam istherefore considered to be in the "high" hazardcategory as defined by the Recommended Guidelinesfor Safety Inspection of Dams.

e. Ownership - The dam and reservoir are owned andoperated by the City of Beacon, 427 Main, Beacon,New York 12508. The contact person is Mr. MarkGiordano (Telephone 914-831-0932).

f. Purpose of the Dam ,4Melzingah Reservoir is one ofthree reservoirs used as a water supply for theCity of Beacon, New York.

g. Design and Construction - The dam was designed byGeorge W. Krieger, Jr., and constructed by anunknown contractor in 1924. Gunite was applied tothe entire surface of the dam in 1961.

h. Normal Operating Procedures - The reservoir levelis typically maintained at the spillway crest.The dam is visited daily when used for watersupply and weekly otherwise. The owner's repre-sentative reported that the dam and leaks in the

2

spillway are visually inspected during each visit.The valves are operated once a year.

1.3 PERTINENT DATA

a. Drainage Area (square miles) - 1.42

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

Spillway Capacity (at Minimum Top ofDam Elev. 423.4 ft. M.S.L.) 447.0

Reservoir Drain at Normal Pool 92.0

c. Elevation (Feet Above M.S.L.)2 -.4

Minimum Top of Dam 423.4Normal Pool (Spillway Crest) 422.0Streambed at Toe of Dam 374.2

d. Reservoir Surface (Acres) -

Top of Dam (Elev. 423.4 ft. M.S.L.) 6.83Spillway Crest (Elev. 422.0 ft. M.S.L.) 6.43

e. Reservoir Storage Capacity (Acre-Feet) -

Top of Dam (Elev. 423.4 ft. M.S.L.) 187.0Spillway Crest (Elev. 422.0 ft. M.S.L.) 178.0

f. Damn-

Type: ConcreteLength (Feet) 524.0Height (Feet) 49.2Top Width (Feet) 5.0Side Slopes - Upstream Vertical

Downstream IV:0.7HCut-off - 3-foot x 5-foot concrete

excavated into rock and hardpan

g. Spillway -

Type: Concrete broad-crested weirCrest Length Perpendicular to Flow (Feet) 100.0Crest Width Parallel to Flow (Feet) 2.0Crest Elevation (Feet M.S.L.) 422.0

'All elevations are referenced to the spillway crest, elev.422.0 ft. M.S.L., estimated from the USGS 7.5 minute topo-graphic quadrangle, West Point, NY.

3

h. Reservoir Drain -

Type: Two 24-inch cast-iron pipes extend to justdownstream of the lower gate house. One isreduced to a 12-inch pipe for water supply;the other is used as a blow-off to the dis-charge channel.

Control: Manual control valves in the gate houses.

*1

SECTION 2: ENGINEERING DATA

2.1 GEOLOGY

The Melzingah Reservoir Dam is located in the "NewEngland Uplands" physiographic province of New YorkState. This province is geologically complex andcomposed of characteristically diverse metamorphic andigneous rock. Bedrock occurring in the immediatevicinity of the dam, as indicated on the Geologic Mapof New York (J. G. Broughton and others, 1970), consistsof Middle Proterozoic Era (greater than 600 millionyears old), gray hornblende granite and granitic gneiss.Granitic gneiss was noted as outcropping below theright abutment of the dam during the visual inspection.This dam lies approximately 1 mile east of a majorthrust fault and approximately 2 miles west of a normalfault. This entire area has been glaciated by themajor ice sheet advances which occurred during thePleistocene Epoch. The most recent ice advance endedapproximately 11,000 years ago.

2.2 SUBSURFACE INVESTIGATION

Subsurface information is available in the applicationfor permission to construct the dam, submitted to theState of New York in April 1923, and constructioninspection reports dated 13 July 1923 and 17 July 1924.The available information, however, is contradictory.The application describes the foundation of the dam asbeing entirely bedrock, specifically schist. The13 July 1923 construction inspection report describesthe foundation as being granite on the right side ofthe dam extending to 80 feet left of the spillway,with the remainder of the foundation consisting ofhard, impervious red clay with some gravel and stones.The second construction inspection report is similar tothe earlier one, however, bedrock is described asextending approximately 400 feet left of the spillway,with the remaining 150 feet consisting of hardpan (blueclay and gravel).

2.3 DAM AND APPURTENANT STRUCTURES

The subject dam is a replacement water supply structurefor a dam that failed in 1897, situated 80 feet down-stream. The present dam is a gunite-coated, concretegravity structure with a vertical upstream face, slopeddownstream face (sloping lV:0.7H), and minimum flatcrest width of 5 feet. A 100-foot wide concrete weircomprises the spillway which has also been sealed with

5

I

gunite. The spillway begins 25 feet left of the rightabutment, and its crest is 1.4 feet lower than theminimum crest of the dam. The configuration of thestructure at the spillway is generally similar to therest of the dam.

As discussed in Section 2.2, the right end of the damis founded on bedrock; the left end is founded onhardpan. In addition, a key 3 feet wide and 5 feetdeep was excavated along the upstream toe of the struc-ture and subsequently backfilled with concrete, accord-ing to available background drawings. Earth backfillwas placed along the downstream side of the dam to theleft of the spillway.

Gate houses on the upstream and downstream sides of thedam immediately left of the spillway contain thecontrols for two 24-inch diameter cast-iron pipesdraining the impoundment. One of the pipes serves as ablow-off, while the other is a water supply line reducedto a 12-inch pipe. Both 24-inch pipes extend to justdownstream of the lower gate house.

2.4 CONSTRUCTION RECORDS

The available design and construction records consistof general design plans and the accompanying permitapplication filed in April 1923 with the State ofNew York, and two brief construction inspection reportsdated 13 July 1923 and 17 July 1924. This informationis included in Appendices F and G.

2.5 OPERATION RECORDS

Formal operation records are not kept by the City ofBeacon. However, the water plant operator visits thedam on a daily or weekly basis, depending on whetherthe reservoir is being used. During his visits, theoperator visually inspects the dam and the leaks in thevicinity of the spillway. All control valves for the24-inch outlets are operated at least annually.

2.6 EVALUATION OF DATA

The background information collected during this investi-gation was obtained primarily from files of the New YorkState Department of Environmental Conservation. Supple-mentary information was acquired through conversationswith Mr. Mark Giordano, representing the City of BeaconWater and Sewer Authority. The available data areconsidered adequate and reliable for Phase I Inspectionpurposes.

6

SECTION 3: VISUAL INSPECTION

j 3.1 FINDINGS

a. General - The inspection was performed on 11 January1981. The weather was sunny and windy with thetemperature 10*-20 0 F., with 2-4 inches of snow onthe crest of the dam and 4-6 inches of snow on theground. The water surface was 11.6 feet below thespillway crest. Deficiencies found during theinspection will require remedial treatment. AField Sketch of conditions found during the inspec-tion is included in Appendix F. The completeVisual Inspection Checklist is presented as Appen-dix B. Because there was a snow cover on the damduring the initial i.1spection, a follow-up inspec-tion was carried out on 11 March 1981.

b. Spillway - The spillway is located 25 feet fromthe right abutment and is generally in fair condi-tion. The spillway is a concrete broad-crestedweir with a freeboard of 1.4 feet. On the down-stream face of the dam, 18-inch wide spillwaytraining walls lead from the crest to the base ofthe dam.

The surface of the spillway was gunited in 1961.The spillway has cracks and two large seeps at thebase of the dam.

Water was flowing (3-5 gpm) from the area beneaththe spillway. The origin of the flow was undetect-able due to the presence of large boulders in theimmediate area.

c. Dam - The dam is a concrete structure 524 feetlong with a height of 49.2 feet and a crest widthof 5 feet. The entire surface was gunited in1961; the gunite surface is deteriorating and iscracked over the entire upstream and downstreamfaces of the dam. A minor amount of spalling wasnoted. Near the toe of the dam between the spill-way and left abutment, five minor seeps werefound, all 3 to 7 feet above the toe of the dam.

An irregularity or "bump" in the gunite surfacewas also observed on the downstream face of thedam, approximately 200 feet from the left abutment.The "bump" appeared to be the result of seepagethrough the gunite surface which carried anddeposited material at this location. The size of

7

the bump is approximately 6 inches wide by 3inches high.

Trees and brush are growing along the toe of thedam.

d. 8 March 1981 Inspection - At the time of inspection,the dam was free of snow and ice; the reservoirhad filled; and there was approximately 1 inch offlow over the spillway crest. The general deteriora-tion of the gunite surface on the dam was noted tobe particularly bad along the toe of the centersection of the dam on the downstream face. Inthis area, the gunite was severely spalled (seePhoto 8). On the upstream crest of the dam approxi-mately 75 feet from the left abutment, a constructionjoint has also deteriorated and created a voidapproximately 4 inches deep; 2 feet long; and 2feet wide.

e. Outlet Works - Two 24-inch outlet pipes extend to*1 just downstream of the lower gatehouse. A 12-inch

water supply line for the City of Beacon is joinedto one 24-inch pipe; the other 24-inch pipe isused as a blow-off pipe to drain the reservoir.There was ice under the joint for the water supplyline. All valves are operated at least once ayear. The upper concrete block gatehouse issituated on the crest of the dam near the leftside of the spillway and is in good condition.

f. Downstream Channel - The downstream channel belowthe spillway has large boulders at the base on theright side of the spillway. There are small treesgrowing in the discharge channel.

The discharge channel flows into Lower MelzingahReservoir, which is now empty because of itsdeteriorated condition. Lower Melzingah ReservoirDam discharges into a steep, narrow bouldered, and

* tree-lined channel.

One house, a garage, and a highway (9D) are located2500 feet downstream from the dam. The streamflows through a 6-foot x 6-foot concrete box

culvert under the highway.

g. Reservoir - The slopes of the reservoir are moderatewith woods and good cover. There were no signs of

,* instability, and sedimentation was not reported tobe a problem.

8

3.2 EVALUATION

- \Visual inspection revealed several deficiencies in thisstructure. The following items were noted:

1. There are two large seeps at the base of thespillway;-

2. Water was flowing (3-5 gpm) from beneath thespillway;

3. Five minor seeps were found £ to 7 feet above thetoe of the dam between the spillway and leftabutment;

4. Trees and brush are growing along the toe of thedam,*

5. There are small trees growing in the dischargechannel;

6. The gunite surface of the dam is deteriorating andis cracked over the entire upstream and downstreamfaces;

7. An irregularity or "bump" in the gunite surfacewas observed on the downstream face of the dam,approximately 200 feet from the left abutment;

8. The junction of the 24-inch pipe and the 12-inchwater supply line is leaking s,. -

9. A construction joint has deteriorated on theupstream crest of the dam approximately 75 feetfrom the left abutment, creating a void approxi-mately 4 inches deep, 2 feet long, and 2 feetwide..'

i

9

SECTION 4: OPERATION AND MAINTENANCE PROCEDURES

4.1 PROCEDURES

There are no formal operating procedures. The operationof the dam is normally an automatic function controlledby the crest of the spillway at elevation 422.0 feetT.B.M., but because of the water shortage in the area,the water surface was 11.6 feet below the spillwaycrest at the time of inspection. The reservoir is usedfor water supply through the 12-inch pipe. Water canbe released to the downstream area by the 24-inchblow-off pipe which has a valve on the upstream side ofthe dam..44.2 MAINTENANCE OF THE DAMMaintenance of the dam is the responsibility of theCity of Beacon. The water plant operator visits thedam every day when the reservoir is in use, and weeklywhen it is not. He visually inspects the dam and theleaks in the spillway. The valves are operated once ayear. Maintenance on the dam is performed as needed.

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 adequate, but the past activitieshave gone undocumented (except for the water levelmeasurements). A checklist should be compiled by theowner's representative to document the findings madeduring the periodic inspections and the maintenanceitems completed. A warning system and emergency actionplan should be developed and put into operation.

no"4O MW"FL

SECTION 5: HYDRAULIC/HYDROLOGIC

4 5.1 DRAINAGE AREA CHARACTERISTICS

Delineation of the watershed of Melzingah Reservoir Damwas made using the USGS quadrangle for West Point, NewYork. The drainage basin has moderate slopes coveredby forests and ground vegetation with occasional rockoutcroppings. No storage exists upstream of the reser-voir. There has been no development within the 1.42sq. mi. drainage area.

5.2 ANALYSIS CRITERIA

A hydrologic analysis of the watershed and hydraulicanalysis of the dam was conducted using the U.S. ArmyCorps of Engineers' Flood Hydrograph Package HEC-l DBcomputer program (Reference 12, Appendix E). The unithydrograph was defined using the Snyder's Unit HydrographMethod. Estimates of Snyder's hydrograph coefficientswere developed from average coefficients from theHydrologic Flood Routing Model for Lower Hudson RiverBasin (Reference 16, Appendix E). Precipitation datawas taken from Hydrometeorological Report No. 33(Reference 8, Appendix E). Rainfall losses were esti-mated at an initial loss of 2.0 inch and a constantloss rate of 0.1 inch per hour thereafter. The hydrauliccapacity of the dam, reservoir, and spillway was deter-mined by incorporating the Modified Puls Routing Method.All flood routings began with the reservoir at normalpool level. Outlet discharge capacity was computedmanually. The Probable Maximum Flood (PMF) and 1/2Probable Maximum Flood (1/2 PMF) were developed androuted through the reservoir.

5.3 SPILLWAY CAPACITY

The spillway capacity at the top of dam is 447 cubicfeet per second (c.f.s.). There is no auxiliary oremergency spillway at Melzingah Reservoir Dam.

5.4 RESERVOIR CAPACITY

The storage capacity of Melzingah Reservoir at normalpool is 178 acre-feet. The storage capacity of thereservoir at the minimum top of dam is 187 acre-feet.Therefore, flood control storage of the reservoirbetween the spillway crest and top of dam is 9 acre-feet. This volume represents a total of 1.18 inches ofrunoff from the watershed.

13

pRECEDJJ@ PAGE BLMSNO! 11US=

5.5 FLOODS OF RECORD

Information concerning the effects of significantfloods on the dam is unavailable.

5.6 OVERTOPPING POTENTIAL

The maximum capacity of the spillway is 447 c.f.s.before overtopping would occur. The peak outflows ofthe PMF and 1/2 PMF are 3113 c.f.s. and 1556 c.f.s.,respectively. Therefore, the spillways are capable ofpassing 14 percent of the PMF before overtopping wouldoccur.

5.7 RESERVOIR EMPTYING POTENTIAL

The reservoir can be drawn down by means of the 24-inchblow-off pipe extending just downstream of the lowergate house. Neglecting inflow, the reservoir can bedrawn down from normal pool in approximately 54 hours.This is equivalent to an approximate drawdown rate of0.69 feet per hour, based on the hydraulic heightmeasured from normal pool divided by the time to dewaterthe reservoir.

5.8 EVALUATION

Melzingah Reservoir Dam is a "small" size - "high"hazard dam requiring the spillway to pass a flood inthe range of the 1/2 PMF to PMF. The PMF and 1/2 PMFwere routed through the watershed and dam. It wasdetermined that the spillway is capable of passing 14percent of the PMF before overtopping the dam. Thereforethe spillway is judged to be "seriously inadequate".

Conclusions pertain to present conditions; the effectof future development on the hydrology has not beenconsidered.

14

SECTION 6: STRUCTURAL STABILITY

6.1 EVALUATION OF EMBANKMENT STABILITY

a. Visual 0b-ervaticns - No signs of instability werenote during he : isua inspection. H owever, :heconcrete used in the construction of the damappears to have been poor in quality, as indicatedby cracking over the entire upstream and downstreamfaces of the dam; some spalling; several leaks;and the fact that it was necessary to apply guniteover the entire structure during 1961 to controlthe deterioration. Scaling of the concrete on thedownstream face of the dam and minor leaks along

vertical construction joints were observed asearly as December 1928, approximately 4.5 yearsafter completion of the dam (Appendix G).

b. Design and Construction Data - According to theavailable design plans, a 3-foot wide and 5-footdeep cut-off along the upstream toe of the dam wasexcavated into bedrock or hardpan and subsequentlybackfilled with concrete to control uplift andseepage. Construction inspection reports indicatethat the foundation conditions were consideredsatisfactory. A stability analysis was not avail-able for reference during this evaluation.

c. Operating Records - The dam is visually inspectedat least once every week by a representative ofthe City of Beacon. The control valves for the24-inch outlets which could be used to drain thereservoir, if necessary, are operated annually.

d. Post Construction Changes - Gunite was applied tothe entire structure in 1961 to aid in the controlof concrete deterioration and seepage. The gunitesurface has since deteriorated significantly.

6.2 STABILITY ANALYSIS

The results of any previous stability analyses wereunavailable for review during this evaluation. Astructural stability analysis has been conducted forthe maximum section of the dam located to the left ofthe spillway. The cases analyzed and respective resultsare as follows:

15 i

Case Description of Loading Conditions

1 Normal operating conditions with the reservoirat the spillway crest (elev. 422.0 T.B.M.),full uplift (it is assumed that full upliftconditions have gradually developed beneaththe cut-cff in the period since constructionin 1924), and no tailwater.

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

3 Reservoir level during 1/2 PMF (elev. 424.3T.B.M.), with full uplift, and a tailwater of1.0 foot.

4 Reservoir level during the PMF (elev. 424.9T.B.M.), with full uplift, and a tailwater of1.5 feet.Factor of Safety Location of Resultant

Case Overturning Sliding from Toe (ft.)

1 1.36 1.67 13.72 1.27 1.59 11.23 1.26 1.52 11.04 1.23 1.49 10.3

Note: Location of middle 1/3 is 14.33 to 28.67 feetfrom the downstream toe.

A value of 2KSF was used as a conservative approximationof the shear strength of weathered rock.

Melzingah Reservoir Dam is situated in Seismic Zone I.Seismic loading evaluations are not necessary for damsin this seismic zone.

In all cases, the factors of safety against overturn-ing are generally low and the locations of the resultantsfall outside of the middle 1/3. The factor of safetyagainst sliding was less than 3 for all loading conditions.Therefore, the masonry-gravity portion of the dam is notconsidered safe against overturning and sliding. How-

ever, the structure has withstood normal loading condi-tions in the past without apparent damage, and theanalyses may not indicate the true field conditions orproper loading conditions. Because overturning duringthe PMF would result in a probable loss of life down-stream of the dam, a detailed stability analysis of themasonry-gravity portion of the dam should be performedby a qualified engineering firm within three months ofowner notification.

SECTION 7: ASSESSMENT/RECOMMENDATIONS

7.1 ASSESSMENT

a. Safety - Examination of available documents andvisual inspections of ielzingah Reservoir Dam didnot reveal any conditions which are considered tobe hazardous.

Using the Corps of Engineers' screening criteriafor review of spillway adequacy, it has beendetermined that the dam would be overtopped forall storms exceeding approximately 14 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 ifassessed as unsafe, non-emergency.

The "unsafe" classification applied to a dambecause of a "seriously inadequate spillway" isnot meant to connote the same degree of emergencyas associated with an "unsafe" classificationapplied for a structural deficiency. However, itdoes mean that based on an initial screening andpreliminary computations, there appears to be aserious deficiency in spillway capacity so that ifa severe storm were to occur, overtopping andfailure of the dam would take place, significantlyincreasing the hazard to loss of life downstreamof the dam.

The stability analyses of the dam performed forthis investigation indicate that the factors ofsafety against overturning and sliding areinadequate.

b. Adequacy of Information - The information availableand the observations and measurements made duringthe visual inspection are considered sufficientfor this Phase I Inspection Report.

c. Need for Additional Information - Detailed hydrologicand hydraulic investigations of the structure areconsidered necessary to more accurately determinethe overtopping potential of the dam. A detailedstability analysis of the dam, including investiga-tion of observed seepage, is considered necessaryto determine actual stability conditions.

17

d. Urgency - The detailed hydrologic and hydraulicinvestigations and stability analyses must beinitiated within three months of owner notification.Within one year, remedial measures resulting fromthese investigations must be initiated, withcompletion of these measures during the followingyear. 7n he interim, a dezaiied emergency actionplan must be developed and implemented duringperiods of unusually heavy precipitation. Around-the-clock surveillance must also be providedduring these periods.

7.2 RECOMMENDED MEASURES

Formal inspection and maintenance procedures should bedeveloped with records maintained for future referenceof inspection and maintenance completed.

The following remedial measures must be completedwithin one year:

1. The trees and brush should be removed from thedownstream toe of the dam. All trees with a trunkdiameter greater than 3 inches should have theirroot systems removed. All resultant areas oferosion and cavities should be filled, graded,compacted, and seeded.

2. All trees in the spillway discharge channel shouldbe cut off at ground level.

3. The gunite surface of the dam should be repaired.

4. The leak in the 12-inch water supply line shouldbe repaired.

13

APPENDIX A

PHOTOGRAPHS

CONTENTS

Photo 1: Spillway and Right Abutment - 11 January 1981

Photo 2: Spillway from Downstream Side of Dam -

11 January 1981

Photo 3: Downstream Face of Left Side of Dam - 8 March 1981

Photo 4: Seep Below Spillway - 11 January 1981

Photo 5: Downstream Face of Dam (Spillway) - 8 March 1981

Phote 6: Bump on Downstream Face Near Left Abutment -11 January 1981

Photo 7: View Along Crest from Left Abutment - 8 March 1981

Photo 8: Deteriorated Section of Gunite Coating on Down-stream Face of Dam - 8 March 1981

1

MELZINGAH RESERVOIR DAM

Photo 1. Spillway from Right Abutment

11 January 1981

Photo 2. Spillway from Downstream Side of Dam

11 January 1981

MELZINGAH RESERVOIR DAM

A/

Photo 3. Downstream Face of Left Side of Dam

8 March 1981

Photo 4. Seep Below Spillway

11 January 1981

MELZINGAH RESERVOIR DAM

Photo 5. Downstream Face of Dam (Spillway)8 March 1981

Photo 6. Bump on Downstream Face Near Left Abutment11 January 1981

MELZINGAH RESERVOIR DAM

Photo 7. View Along Crest from Left Abutment8 March 1981

*

Photo 8. Deteriorated Section of Gunite Coatingon Downstream Face of Dam

8 March 1981

LhA

-.4

*1

91-1

APPENDIX B

VISUAL INSPECTION CHECKLIST

i

.1a

I

VISUAL INSPECTION CHECKLIST

1 ) Basic Data

a. General

Name of Dam Melzingah Reservoir Dam

Fed. I.D. # NY 032 DEC Dam No. 213A-523A

River Basin Lower Hudson

Location: Town Dutchess Junction County Dutchess

Stream Name Gordons Brook

Tributary of Hudson River

Latitude (N) 41*28.31' Longitude (W) 73058.15'

Type of Dam Concrete

Hazard Category High

Date(s) of Inspection 11 January 1981

Weather Conditions Sunny, windy 150 F.

Reservoir Level at Time of Inspection 410.43 ft.

b. Inspection Personnel Wayne D. Lascli, Gary W. Todd, Rory L. Galloway

c. Persons Contacted (Including Address & Phone No.)

Mark Giordano, City Hall

427 Main

Beacon, NY 12508

914/831-0932

d. History:

Date Constructed 1924 Date(s) Reconstructed Gunited in

1961

Designer George W. Krieger, Jr.

Constructed By Not known

Owner City of Beacon, NY

L2) 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 ~~~(1) Slope (Estimate - V:E)___________ _____________

(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 (Ditches, Trenches, Blanket) _______

(7) Condition Around Outlet Structure _________________

(8) Seepage Beyond Toe________________ __________

e. Abutments - Embankmient Contact____ ________________

(1) Erosion at Contact________________ __________

- ~~~(2) Seepage Along Contact ________________________

3) Drainage System

a. Description of System None

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 Reservoir slopes are moderate; slopes are primarily forested with

scattered rock outcrops.

b. Sedimentation Sedimentation is not reported to be a problem.

c. Unusual Conditions Which Affect Dam None observed

6) Area Downstream of Dam

a. Downstream Hazard (No. of Homes, Highways, etc.) One home, 1 garage, and

Rt. 9D are located 2,500 ft. downstream. Loss of life in the home is

likely if the dam were to fail.

b. Seepage, Unusual Growth No unusual growth was observed; a large amount

of seepage (5-15 g.p.m.) was observed issuing from a rock outcrop in the

right valley wall 200 ft. downstream from the dam.

c. Evidence of Movement Beyond Toe of Dam None observed

d. Condition of Downstream Channel The channel is narrow and steep with

boulders and large trees present. Lower Melzingah Dam, an abandoned earth

embankment (25 ft. high x 400 ft. long), is 600 ft. downstream; this dam is

likely to be overtonped and breached if Melzingah Dam fails.

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

a. General The spillway consists of a concrete, broad-crested weir with an

inclined upstream face. The weir is 100 ft. long and 4 ft. wide.

There are two 18 in. thick concrete training walls on the downstream face

of the dam which extend from the crest of the spillway to toe of the dam.

b. Condition of Service Spillway There is extensive surface cracking of the

gunite applied to the spillway and training walls. Two large seeps were

observed on the downstream face of the spillway (total flow approx. 3-5

g-p-m.). Both seeps are located approximately 5-6 ft. above the base of

the spillway.

C. Condition of Auxiliary Spillway None

d. Condition of Discharge Conveyance Channel Large boulders and rock outcrops

form the right side of the spillway discharge channel. The left spillway

training wall extends approximately 50 ft. downstream from the dam to form

the left side of the spillway discharge channel. There are large boulders

and several large trees in the channel. At the end of the training wall

there is a 3 ft. drop into the streambed. No problems were observed in

the discharge conveyance channel.

8) Reservoir Drain/Outlet

Type: Pipe X Conduit ________Other _________

Material: Concrete _______Metal Cast iron Other________

Size: 24 in. Length Unknown

Invert Elevations: Entrance Unknown

Exi 375.8 ft.

Physical Condition (Describe): Unobservable _______________

7 77

Material: Cast iron in good condition, no rust or scale.Small leak at water supply

Joints: line (ice formation). -Alignment Good

Structural Integrity: No problems observed at time of inspection.

Hydraulic Capability: No problems observed.

Means of Control: Gate _____Valve 24 in. Uncontrolled ____

Operation: Operable X Inoperable ______Other______

Present Condition (Describe): Appears operable, owner reports

operating valves at least once a year.

9) Structural

a. Concrete Surfaces Had cracking in the gunite surface over entire upstream

and downstream faces of the dam. Surface cracking along the crest of the

dam in the Runite surfaces. Large bump (irregularity) located 100 ft.

from right abutment near toe of dam.

b. Structural Cracking Not observed because of gunite surface.

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

d. Junctions with Abutments or Embankments No problems observed.

e. Drains - Foundation, Joint, Face None observed

f. Water Passages, Conduits, Sluices None observed

.4

g. Seepage or Leakage At least 5 seeps from spillway to left abutment all

located 3-7 ft. up from toe of dam. All seeps appeared as ice formations

on the face of the dam; flow could not be determined.

h. Joints - Construction, etc. Unobservable because dam was gunited in

1961.

i. Foundation The foundation consists of bedrock (granite) or hard pan.

A cutoff, 3 ft. wide and 5 ft. deep, was utilized along the upstream

toe of the structure to control seepage and/or uplift.

j. Abutments No problems observed.

k. Control Gates None

,b, i.. !i l . .

1. Approach & Outlet Channels

m. Energy Dissipators (Plunge Pool, etc.) Large boulders in the discharge

channel act as energy dissipators.

n. Intake Structures Unobservable

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

p. Miscellaneous

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

a. Description and Condition The main gatehouse is on the crest of dam near

left side of spillway. The gatehouse is made of concrete block and

appears to be in good condition.

APPENDIX C

HYDROLOGIC/HYDRAULIC DATA AND COMPUTATIONS

M!ICII \ B\KER. JR.. INC. Suble, -c Zt /1 z,&z /4,aA,, ee'vo IA: P,1/z S.O. No.

Till B \KER ENGINEERS eTPA 'A-'/Jr 6 Sheet No.__ of_

Drawing No. _BoX 280

Bvaer, Pa. 15009 Computed by Checked by Dote

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H;4-,v,4- C .ur p ,9 vdrss/

//C-V~/q R ,v.,s" /4//zy .

i

CHECK LIST FOR DAMSHYDROLOGIC AND HYDRAULIC

ENGINEERING DATA

AREA-CAPACITY DATA:

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

1) Top of Dam 423.4 6.83 187

2) Design High Water(Max. Design Pool) Unknown - -

3) Auxiliary SpillwayCrest - -

4) Pool Level withFlashboards - -

5) Service SpillwayCrest 422.0 6.43 178

DISCHARGES

Volume

(cfs)

1) Average Daily Unknown

2) Spillway @ Maximum High Water - Top of Dam - 447

3) Spillway @ Design High Water Unknown

4) Spillway @ Auxiliary Spillway Crest Elevation N/A

5) Low Level Outlet 92

6) Total (of all facilities) @ Maximum High Water 539

-Unknown

7) Maximum Known Flood Unknown

8) At Time of Inspection 0

*All elevations are referenced to the spillway crest, elevation 422.0 ft. M.S.L.,estimated from the USGS topographic quadrangle for the area.

_0

CREST: ELEVATION: 423.4

Type: Concrete

Width: 5 ft. Length: 524 ft.

Spillover Broad-crested weir.

Location Spillway is located 25 ft. left of right abutment.

* SPILLWAY:

SERVICE AUXILIARY

422.0 Elevation None

Broad-crested weir Type -_____________________

100 ft. Width____________________

Type of Control

Uncontrolled Uncontrolled____________________

Controlled:

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

(Flashboards; gate)

___ ___ ___ ___ ___ ___ ___ ___ ___ Number _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

___________________________ Size/Length ___________________

Invert Material

'I Anticipated Length

of Operating Service-

Approximately 45 ft. Chute Length________________

40 ft. Height Between Spillway Crest-&Approach Channel Invert

(Weir Flow)

1 EYDROMETEROLOCAL GAGES:

Type: None

Location: __________________________________

Records:

Max. Reading:_______________________ ______

FLOOD WATER CONTROL SYSTEM:

Warning System: None

Method of Controlled Releases (mechanisms):

Gate valve on blow-off pipe.

DRAINAGE AREA: 1.42 sq.mi.

DRAINAGE BASIN RUNOFF CHARACTERISTICS:

Land Use - Type: Forest

Terrain - Relief: Moderate slopes.

Surface - Soil: Well drained.

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

No known plans to change the runoff patterns at the time of inspection.

.4

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

No problem areas observed. All slopes are well vegetated.

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

None observed at time of inspection.

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

Reservoir perimeter:

Location: None

Elevation:

Reservoir:

Length @ Maximum Pool 950 ft.

Length of Shoreline (@ Spillway Crest) 2,500 ft. (0.47 mi.)

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APPENDIX D

REFERENCES

REFERENCES

4 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 Applied Hydrology, 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, Hydrological Engineering Center, "HEC-2 WaterSurface Profiles, Users Manual," Corps of Engineers,Davis, California, October 1973.

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

14. 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 1, Corps ofEngineers, Washington, D.C., May 1975.

15. George, Thomas S. and Taylor, Robert S., Hydrologic FloodRouting Model For Lower Hudson River Basin, Water

Resources Engineers, Inc., 8001 Forbes Place, Suite 312,Springfield, Virginia, January 1977.

16. 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 Criterig and HyetographEstimates," (August 1975).

17. 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.

18. 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.

19. U.S. Department of Commerce, "Technical Paper No. 40,Rainfall Frequency Atlas of the United States for Dura-tions from 30 Minutes to 24 Hours and Return Periods from1 to 100 Years," Weather Bureau, Washington, D.C., May1961.

20. U.S. Department of Commerce, National Oceanic andAtmospheric Administration, "Hydrometeorological ReportNo. 51, Probable Maximum Precipitation Estimates, UnitedStates East of the 105th Meridian," Washington, D.C.,June 1978.

A

1

,I

APPENDIX E

STRUCTURAL STABILITY

I

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APPENDIX F

DRAW INGS

CONTENTS

Location Plan

Watershed Map

Plate 1: Field Sketch

Plate 2: Bulkhead and Spillway Sections (1923)

Plate 3: Profile of Dam (1923)

Plate 4: Plan of Dam (1923)

1 o

RESERVOIR DAM

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1 APPENDIX G

BACKGROUND DOCUMENTS

-:.P : ,,l;..' .; J, ":. ' , .: ..... ,:rSTATE OF NEW 'YORX ; '1 .I... .. ...';I, .i,.- '

f.. DEPARTMENT OF

ALBANY

Received..D N ......... . .-........................................ Dam.L.Watershed

Disposition. . .......... S No..'~ S..

Site mnspected_ -'.'L . -...-. ............ ........... . .. . . ' ,,: .,' .. ' .

Foundation inspected. ........... . . .. .; . .

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

"Application for the Construction or Reconstruction of a Dam -'Application is hereby made to the State EngineerAlbany, ' N.*Y., in compliance with the provisions of Chapter

LXV of the Consolidated Laws and IChapter'647 .Laws of gx iz, Section 22 as amended, for the approval of specifi-

cations and detailed plans, marked... ..... ............... ......................

.. . .... . .... -6.. . . . . . .. ...... . ...... .. .Z. ............

eewtsb e fr t constructionherewith submitted for the( reconstruction [ of a darn located as stated below. All provisions of law will be *-

complied with in the erection of the proposed darn.--

S'The dar will be on....branch of ........ i the tow

.o. ..... . ...... . ........ County' of...:_n VA .z-a_. ......... . .................................

and._ J /t. rO... 0 .'.- ..... ...C..:4..................... .........................(Give eza.t distanoe and directiozflrom a waU Imo~ n br,,m villace, main cmas-roads or mouth of a stream)

? ... The name and address of the owner is. -.... -.-..................... -,.. ..

3.' The dam will be used . .... . .....

4. Will any part of the dam be built upon or its pond flood any State lands . ........................... .. .......

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

square miles.

6. The proposed dam will have a pond area at the spillcrest elevation of .................................................. aces

d w imp . .......... cubic feet of water.

7. The lowest part of the natural shore of the pond is ........ .............. feet vertically above the spillcrest,

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

8. The maximum known flow of the stream at the dam site was. ..... = ...cubic feet per second on .........................(Date)

g.,, 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 ,a,... _... . .. .... ... ... . ... .......................-.. .....................

..... .... L. . ........................ . . ......... -.........m..........

,o. The natural material of the bed on which the proposed dam will rest is (clay, sand, gravel, boulders, granite,

shale, slate, limestone, . ........................... ............. ......... .

ix. The material of the right bank, in the direcion wit the c went, . . at the spilicrest eleva-

tion this material has a top slope of .... .... inches vertical to a foot horizontal on the center line of the dam, a

vertical thickness at this elevation feet, and the tap urfame extends fr avertical height of./ .eet

4 .- above the spillkrest. "

12. -e matea te l b ......... ; has a top slope of ... ..... inches to a foot horizonta,.

.-a thickness oL........ .eet, and a height of.. .. feet.

z3. State the character of the bed and the banks in respect to the hardness, perviousness, water bearing eaectof-exposure to air and to water, uniformity, etc.... . .. --

__ - . .' . - .. ............. .. .. .. ............................................... .................. .......................................... ........... . . . . . .

" If thebed is in layers, are, the layers horizontal or inn?.......... ........... If inclined what is the

direction of the slope relative to the center line of the dam and the inches verticaj to a foot horizontal?.......

: : .. ......... . . . ......... -.................... .... ..- "....................................... .............................. .7 .......... -- -

What is the thickness of the layers? ............................................ ................................. ......

06. Are there any porous seams. or ... ~' ~ ~ ~ ~~~~ ~~~ ... ... t ..cr ..e ay.P u . em ................... ........7,-r:-.. --- ......... .... .................. ........

17. WAST s. The spillway of the above proposed dam will be.../ . ..... feet long in the cear; the waters

, will be held at the right end by a/ ...... eA- ,.he top of which will be..... ..feet above the

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

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

x8. There will be also for flood discharge a pipe...2...4....inches in diameter and the bottom will be." . ...

feet below the spillcrest, a sluice or gate ................ feet wide in the clear by .............. feet high, and the bottom will

be. .......... feet below the spillcrest.

1g. APR N. Below the proposed dam there will be an apron built of ......................................

feet long ........... feet wide and ...... feet thick. The downstream side of the apron will have a thickness

of ......... feet for a width of ...... feet.

20. PLANS. Each application for a permit of a dam over 12 feet in height must be accompanied by a location

map and complete working drawings of the proposed r' ructure. Each drawing should have a title giving the parts

shown, the name of the town and county in which the dain site is located, and the name of the owner and of the

engineer.

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

dam; of buildings below the dam which might be damaged by any failure of the darn; of roads adjacent to or crossing

the stream below the dam, giving the lowest elevation of the roadway above the stream bed and giving the shape,

the height and the width of stream openings; and of any embankments or steep slopes that any flood could pass over.

Also indicate the character and use made of the ground.

,-

1d~b~ ~ I:.. . h 1. j,.,..'. 4.I~ . . ........

. . ...... . ~ . '... . .. .... . ............

(A pes .:KJn for~' AI**ta 4. W t.<; <14 or .,

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aUv ' o ev d:', fa o',' ur **' 'on , &

a.; ata.. .t'3,., oh-.- .dam ...'. a--r ei

W. 4z.g& 7%.,tr r &zdWiae~'l ~t&"Jnay12~~th tiav.: e4C.y id by~ ~Y~ Br

~ '~-~> .~he 'a ove~1asu mp ere ade .,the p~lpn 6 app rovedb'he''

~~ '~'and prepfnred b-:W '

Civiginee,~ -"Q.tpl~m a dated :-DeoelbarWZE'.~~~ - ~ ; 1oeber tG-2"p;pre1,

i, Thepltiae>fr asgoncere a&lm'widthi a spillway 100 ft4cm 9t. X_.<1 4 ft. -high ';thde'-tot~1. length of the dam:,.

Y,!- -Ti being.672 ft. a~1~qe 'stae. tt ud~sk

aiti'-nimpervioaneB th &am~gns 'n hudrs orss

tt*' ba .,Ova* a

~~~~sion3willre uponee thi offib byC-trLVo h osldaz xetort' rom' your a~oin 2 saed

A.s o i d 't~'- tbe' - - r - **.'**

f. r p T7 :fo-ah' .- bnsasso

.axaaed -cn~enn. te'ahrotr ofa- th'-matei th-ad

.adip~ i .n AaV as"*-- th", x6 ushi a. .ash . , - to resist

at 4; I 1- 21", ,*

A-p zmion'. as ieve or .thse -cost ruotionof I thi work -up.:Novs~r '94.rTi~aproa~ hlut deemed to ; .

' J nu~t hdri z snvy'invasiono;popertyights,'either publi o or.;riaa- in oairin~1~te2b~ vorkno r'to oreate'any'

~~iotum2aguins a'e Stat r~eL'ok; ~pr to be considered*as;*'"z ing tA;'od.i&:of:'ta-. ands,, nor as aoqul.escin g:7

~~%it ' .odn-o 1 *1Borowieany' reqni remen t.d] ',;4t 0a4 zela01 toL Watp~up~

- ~ ~ Ies *tt dngytture epraecoe Q;BVO..

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Llae M-V S4th Wr''. Y, P.

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NEWINDUJ FOR D3PUTY STAT3 31IGI N3R A. G. CHAPgaN

On September 13th, in company with UAr. George W. Zrieger,

I inspeotel the site of the proposed reconstruction of dam No.

523-A, Lower Hudson, the Upper Melzingah Reservoir at Beacon.

At the north end the rook bed was. alfairly well cleaned

off and showed a good hard granite with sufficient shoulders

for the shear from the section. This rook extends to a point

80 feet south of the spillway. South of this point there has

been no rook found. The bed is a hard and impervious earth

largely of red olay with some gravel and stones.

Respeotfully submitted,

Inspector of Docs and Dams.

Sept. 14, 1923.

ABUOX/P.

I AD-AI05 766 BAKER (MICHAEL) JR INC BEAVER PA F/6 13/13I NATIONAL DAM SAFETY PROGRAM. MELZINGAH RESERVOIR DAM IINVENTORY-UC (U)IJUN Al B KESTER OACW51-B1-C-OO10

I UNCLASSIFIED NL

2 2 N

July 17, 1924Darn at Melzingah ReservoirBeacon

11r. E. D. Hendricks,Division Engineer, rv ...Albany, N. Y.

Dear Sir:-

I return, herewith, three blueprints and two sketches,on letter paper, of work heing done under the above heading.

On the date of my inspection, July 16, 1924, the damwas practically completed, with the exception of about 40 ft.at the south end and 30 ft. at the north end. The concret6 workappears to be very satisfactory. I examined several of the in-tersections between days' work and could find no traces of laitance.The vertical seams are well keyed and are coated with pitch. Thehorizontal seams are keyed by means ofplacing large boulderscovering an area of between 30% and 40o of the horizontal surface.These boulders vary in size between 3/4 of a yard and a yard.

At the south end of the dam the rock profile shown onsheet f2 is not correct, as beginning at a point about 150 ft. ___

from the end labeled Zero the rock dips very sharply to the south,and the footing of the dam at this point has been carried downthrough layers of sand and gravel into an underlying hardpe ofblue clay and gravel, which it is impossible to dig with an ordi-nary shovel. The end section of the dam, as exposed, correspondswith the sections called for on the plans.

The Consultinz rngineer has added to the south wing wallof the spillway a concrete retaining wall perpendicular to the baseof the dam, which will have the effect of turning the water whichcomes over the spillway away from the point which is marked onsheet -l of the plans as "old dam washed out." He proposes to fillin between this proposed seam-,and downstream face of the new damand the old dam with earth. At the present time a large propor-tion of the space between the old dam and the new dam has alreadybeen so filled. I believe that this proposed wall will be abenefit to the work, as the underljing rock in front of the spill-way slopes very sharply from the level at the end of the dam tothis rock, and any water that comes over the spillway would mtural-ly be deflected ar-ainst it and would wash away a considerable por-tion of the fill used in this old earth dam.

I -would recommend that the upstream. face of this new dam Lat the south end be thoroughly backfilled to the level of theoriginal surface above it.

The concrete is being made of saild and crushed stonewhich they have uncovered on the site of the worL. The mixtureis 1:21:5. The concrete is placed in the forms by means of

- -'. .... . ... .------ *- --- - -

- Inspection, Dec. 4 1928-_Uel ilnh Dam,

Boaoon,Dutohees Conty

Fred Bothery, Oommisioner of Public Wks*,city HalleBeas on, 3.• 7..

Dear Sir.-.

L a result of a field inspootion of Ielzingah Dan, Beacon,Dutchees Oounty, made on Deacmber 3rd by P. J. Keating, SuperintondentBeacon Water Department, accompanied by you and C, D; Huhne, an employeeof this Department, the following oonolusions are aubmitted:- '

1. The dam is safe, but to be kept in such conditionrequires regular maintonncoe and observation,

2, Reoommonde& that flash boards at spillway be noti nstalled*

3, Although ve had no opportunity to observe the foundationmaterial at the time this dam rao constructed in 1914, lack ofsettlement of dam sootions during the intervening tour years andlook of fouidation seepage indicates that the foundation has auniformly high supporting power and Is Im.pervious, We understandthe dam rects partly on rook,, partly on hardpan•

4. Dam apparently is fairly well constructed, the minordefeats noted, namely; soaling on down stream face and slight seep-age along vertical joints is due to lack of proper maintonanoe sinesconstruotion, The down stream faoe should be hammered and a nowwaterproof surface applied. The vertical Joints on the upstreamalas aould be load oaulked, plated, doweled and buttressed,

5. Recommend that the gravel terrain between the downstream face of the dam nnd the upper end of the lower pond be uni., ormy graded and heavily paved to prevent exoessive scouring inthe event of an unusual flow of water.

" '( oI

i-'.'=:' " M"

,' ,. ;.. .:-". " ,. ",9,.:.-.. . .. " . ,,

M/

. . . .. tm

h- Damn. dz

6. We havo only made Seneral rooommndatiuna. Detailsand oost oetimates may be obtained from private engineers or yourolty engineer either of whose fmotions it would be manifestly un-fair for members of this Department to aesume.

Verv trull 7ours.

jo S1, 3 1 x B

Distriot Eineer. , "

O."'to Chief En r'A • ---. je=,. "Cunt3 Aaut. 0. 0. Oon#';.,"

'0 A. Rubne..

I/I

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5' ..: "" :. •

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S. . / !.

/., 1... ..,

STATE OF NEW YORK

DEPARTMENT OF, .PUBLIC WORKSY L /

I THOMAS F. FARRELL

FRE 'K STUART GREENE C"'., INOIN.,e

1% DIVfsIbN OF ENGINEERING L /ALBANY. N. Y..

April 25,193-

Mr. J. S. Bixby,District Engineer, fitC'l APR 26 1930Poughkeepsie, N.Y..

|R!B Tn FILE .....Dear Sir:

Mr. James P. Wells, 0. E. of Rochester on

a recent visit to this office oritized the construction

of the Upper Mezingah dam which forms a part of theWater Supply of the City of Beacon. He stated that

there was not enough freeboard height above the spillway,

and that the fill around the right hand end of the dam

had not been brought to the full height of the concrete,

leaving a chance for water to go around their end before

the full discharge capacity of the spillway was reaohede.

Please investigate this matter and make report

and recommendation. This dam was designated as L. H. 523-A.

Inspection reports made during construction indicate that

the concrete structure was built in accordance with the

plans.

Ve y truly yours,T. F.

Chief Engineer

CC:P

If* f

°4

Dan Permit L.H 23-A.Melzingh Damt

LocBeaoon . 1dtcheserCountY• may lat, I9m.

To.F. Farrall, Chief n es r tDiv ilon ra :1n.a2Srngq

Cwnor ' t c

pn reply to your letter dated Aprfl 25lh rlordingUelznndad Dam which has the characteristics noted herewito:

hotLocati onuad 213, Sect. I, Letter ol 12Hleigbt of Dam: Over 30 fte

*taDrinage Area the seedtoAverage Capacity: Over 50,000,000 gals*

bnOwners City of Beacony NYo.Date Completed: 1924.

plea4e be advised that we ve unvetigated this tter and bg toi report as follows;-

Under date of Daenber 4th, 1928 we advived Fred Rotherywho at that tie wans the Beacon City Co=hsioner of Public Woks,that flash boards which they Intended to place an the 22" spillway

,be not cosnaeled, e oenclosing a copy of the aforementionedletter $o Hr,. Rothory.

No evidence was found to indicate that water had flowedaround either end of the dam but both ends should have been extendedfurther into banks; particularly the north and which was built towithin 10 feat of a rock anchorage.

Dam concrete Coarse aggaregate was composed of Cnelas andgravel, the latter probably t.ntrodacod with tne sand which verylikely woo dirty for the 1/2 ju, yd, of concrete talus lying atdownstream foot of eaoh..vcrtioal conatruotion Joint is duo probablyto dirty sand, froezin, copious plastering and non-uniformity ofmix and manipulation.

All wooden form spreaders (4" diam) wore left In place.

Only one bad leak about 10 feet from top of most southerlyconstruction joi~t; discharges .about 3 gallons per minute,

o Pemit LoH .. 52-AIelzingah Dam*.

Beacon, Dutehe s County"

T*Y,. Farrell, Chief Snr. n2" rby Ist, 1930.

Tho valve on uppor of two 24" blow off pipes leaksabout 50 gallona per minuteo,.

Dam has not settled*.

Dam looks maintenance and observation vhich will beinoreasingly necessary.

Mr, P.S. Koatin,'Supt. of Beacon WXater Dept., advisesthat Ifr. Jans P. ells, CoE. of Rochester Is at present=.mking studies for additional water supply for Beacon*

Very truly yours,_I.. .,. . . Jes- ' To So S I.I B Y

District Zjrineer

CVAWMI

Copy to Mr. C. O. CongerU" A.. Hulme

14-

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Siz.c ofA GC,011:y r- Lcoary ofa. (0,13e1. N-in-verfi ovw soct ion

.7 0i I-;: sSurface of

I11r 1ni S(.-tleizriL Of CrcL o0 Da

W DIowns tream Ups truan) Toe orsoeslope LLslope

crN2;~A. flO"T). Or !","MY AvND 0otrri,n' o

JlAuxliary Service or r)t i IJr..

~JSpillway jJConcrcLc Sp'way asj riI.

La J01*1ts sur~face of S) Sp -. %,.1y

'Iehanical 7rd~I tIui it-. (-n Pool 1 j~i

Evaluziof - InSeCtLOr

C" 04 414

(B~y %Visua. iiispection)

i DateDam Number River Basin Town County Hazard Class & Inspector

Stream = t'~ ~.iq$ Owner

Type of Construction Use

E] Earth w/Concrete Spillway E-Vier Supply

'E] Earth w/Drop Inlet Pipe Power

[ Earth w/Stone or Riprap Spillway E Recreation - E High Density

Concrete [ Fish and Wildlife

Li Stone E Farm Pond

E Timber f] No Apparent Use-Abandonedn Other __ Flood Control

," F ] Other

:imted Impoundment Size l A.wes/ Estimated Height of Dam above Streambed 6-OFt.

Condition of Spillway

Service satisfactory [ Auxiliary satisfactory

21In need of repair or maintenance In need of repair or maintenance

Explain: Ieff/ro ".

Condition of Non-Overflow Section

Satisfactory Q-_I n need of repair or maintenanceExplain: au-nn ra ore itennc

Condition of Mechanical EauiDment

a"'atisfactory in need of repair or maintenance

Expla in :

Siltation High M" ow

Expla in :

Remarks: _--U T1L 4ie 5i&.,ev~r~

Evaluation (From Visual Inspection)

LRepairs req'd. beyond normal maint. No defects observed beyond normal maint.

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Februry2 7 198

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