naiiona notes brook engineers waltham ma new england div emm · 2014. 9. 27. · notes brook dam...

NAIIONA I PROGRAM FOR INSPECTION Of NON-FEDERAL OAN$NOTES BROOK DAM (ME 0 1W CORPS OF ENGINEERS WALTHAMMA NEW ENGLAND DIV SEP 81

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READ INSTRUCTIONSREPORT D)OCUMAENTATION PAGE BEFORE COMPLETING FORMI. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RIECIPIENT'S CATALOG HUMMER

4. TITLE (and Su£ItIe*) S. TYPE OF REPORT & PERIOD COVERED

Noyes Brook Dam INSPECTION REPORT

NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL 6. PERFORMINGOORG. REPORT NUMBER

7. AUTORW S. CONTRACT OR GRANT IIUMNIEFR()

U.S. ARMY CORPS OF ENGINEERSNEW ENGLAND DIVISION

S. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT, TASKAREA a WORK UNIT "NMUENS

It. CONTROLLING OF FICK NfAKE AND ADDRESS 12. REPORT DATE

DEPT. OF THE ARMY, CORPS OF ENGINEERS 6Ahr18NEW ENGLAND DIVISION, NEDED 13. NUMBER OF PAGES424 TRAPELO ROAD, WALTHAM, MA. 02254

14. MONITORING AGENCY NAMIE A ADDRESS(Ol different bein Cag&IueRAd Office) is. SECURITY CLASS. (of this uspf 1)

UNCLASSIFIEDI~.DC.ASSIFPIC ATION/ DowmMADING

1S. DISTRIUTION STATEMENT (of 1his &come)

APPROVAL FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED

17. DISTRIBUTION STATEMENT (of m athea. m0ot .d OR lMc 20. If OW0.N -Io e. Rope)

IS. SUPPLEMENTARY NOTESCover program reads: Phase I Inspection Report, National Dam Inspection Program;however, the official title of the program is: National Program for Inspection ofNon-Federal Dams; use cover date for date of report.

19. KE19Y WORDS (Calmoans gnreo*11404 to 0"*Owp mo~d deaff Ity blo amaiow)

DAMS, INSPECTION, DAM SAFETY,Saint John River BasinLimestone MaineNoyes Brook

20. ABSTRACT (C088moo. nrotee side by We"aem 101m11116")i.*inine

~-The earthf ill embankment is 1000 ft. long and 31 ft. high. The facility wasfound in good condition. It is small in size with a high hazard classifications

No urgent or emergency actions are required f or the dam based on this inspection,

DD , I"1 1473 EDITION or Iul SO so I "LIETe ... ~~ . .

REPRODUCE) AT GOVERAtNwT EXPENSE

DISCLAIMER NOTICE

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

0A

DEPARTMENT OF THE ARMYVI NEW ENGLAND DIVISION. CORPS OF ENGINEERS

424 TRAPELO ROAD

WALTHAM. MASSACHUSETTS 02254

I REPLY TO

ATTENTION OF:N 'E D E D

S E P .? 3 1 9 8 1

Honorable Joseph E. BrennanGovernor of the State of MaineState CapitolAugusta, Maine 04330

Dear Governor Brennan:

Inclosed is a copy of the Noyes Brook Dam (ME-00347) Phase I InspectionReport, prepared under the National Program for Inspection of

Non-Federal Dams. This report is based upon a visual inspection, areview of the past performance and a brief hydrological study of thedam. I approve the report and support the findings and recommendationsdescribed in Section 7 and ask that you keep me informed of the actionstaken to implement them. This follow-up action is vitally important.

Copies of this report have been forwarded to the Department of Agricul-

ture and to the owner, Town of Limestone. Copies will be available tothe public in thirty days.

I wish to thank you and the Department of Agriculture for your coopera-tion in in this program.

Sincerely,

Incl C. E. EDGAR, IIIAs stated Colonel, Corps of Engineers

Division Engineer Acossion PorNTIS GRA&IDTIC TABUnannounced [J ustta to

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NOYES BROOK DAM

ME 00347

ST. JOHN RIVER BASINLIMESTONE, MAINE

PHASE I INSPECTION REPORT5 NATIONAL DAMI INSPECTION PROGRAM

NATIONAL DAM INSPECTION PROGRAM

PHASE I INSPECTION REPORT

Iaentification No. MIE 00347

Name of Dam Noyes Brook Dam

Town Limestone

County & State Aroostook, Maine

IStream Noyes BrookDate of Inspection November 8, 1979

BRIEF ASSESSMENT

Noyes Brook dam is a ten year old submerged sediment storage pooi andflood water retarding structure designed by the USDA Soil Conservation Service.The earth fill embankment is 1000 feet long and 31 feet high. The downstreamslope, the crest and the upstream slope above the pool are grass covered. Areinforced concrete drop inlet principal spillway leads to a 30 inch diameterreinforced concrete pipe conduit under the dam that ends in a reinforcedconcrete impact basin. A grass lined earth cut emergency spillway is provided950 feet north of the left abutment. The pool is maintained behind the dam at anormal elevation of 594 NGVD (approximate depth of 14 feet).

j The embankment dam, principal spillway drop inlet, principal spillwayimpact basin and emergency spillway were found in good condition. In theembankment itself, there were no abnormal dips, sags or other evidence of

1 distress. The reinforced concrete structures were sound with no evidence ofW deterioration. The grass cover on the embankment and emergency spillway was

well developed. A point of seepage at the maximum section downstream toe was* observed at 1.5 gal/sec. This seepage was free of suspended or transported5 solids.

Based on a maximum storage of 350 acre-feet and a height of 31 feet, NoyesBrook Dam falls within the small size classification. The dam's hazardclassification has been established as high based on the potential for loss ofCore than a few lives in the event of a dam failure. The test flood used was the3 probable maximum flood. The test flood was estimated for the 2.85 square mile

* drainage area of rolling terrain using the "Preliminary Guidance for EstimatingMaximum Probable Discharges in Phase I Safety Investigations", New England

I Division Corps of Engineers, March 1978. This yielded a peak inflow of 3900 cfs(1370 csm) and a peak routed outflow of 3470 cfs (about 11% reduction). Thecomputed maximum reservoir level El. 608.9 was below the embankment crest El.611.2 NGVD and no overtopping of the embankment would occur.

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No urgent or emergency actions are required for Noyes Brook Dam based on

this inspection. Remedial measures include monitoring the seepage at the toe of

the dam, monitoring the project during periods of intense rainfall, developing a

downstream warning system and conducting bi-annual technical inspections. Thesemeasures should be initiated within two years.

0

roject ManagerUassachusetts PE No. 1643k

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This Phase I Inspection Report on Noyes Brook Dam (ME-00347)has been reviewed by the undersigned Review Board members. In ouropinion, the reported findings, conclusions, and recommendations areconsistent with the Recommended Guidelines for Safety Inspection ofDams, and with good engineering judgement and practice, and is herebysubmitted for approval.

ARA.A ST I AHTESIAN, MEMBERGeotechnical Engineering BranchEngineering Division

CARINEY M. TER IAN, MEMERDesign Branch1Engineering Division

J05s W. FINEGAN JR., CHAIRMANWato Control Brand,

Engineering Division

" II APPROVAL RECOMMENDED:

JOE B. FRYARChief, Engineering Division

PREFACE

This report is prepared under guidance contained in the RecommendedGuidelines for Safety Inspection of Dams, for Phase I Investigations. Copies ofthese guidelines may be obtained from the Office of Chief of Engineers,Washington, D.C. 20314. The purpose of a Phase I Investigation is to identifyexpeditiously those dams which may pose hazards to human life or property. Theassessment of the general condition of the dam is based upon available data andvisual inspections. Detailed investigation, and analyses involving topographicmapping, subsurface investigations, testing, and detailed computationalevaluations are beyond the scope of Phase I investigation: however, theinvestigation is intended to identify any need for such studies.

In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditions at the time ofinspection along with data available to the inspection team. In cases where thereservior was lowered or drained prior to inspection, such action, whileimproving the stability and safety of the dam, removes the normal load on thestructure and may obscure certain conditions which might otherwise be detectableif inspected under the normal operating environment of the structure.

It is important to note that the condition of a dam depends on numerousand constantly changing internal and external conditions, and is evolutionary innature. It would be incorrect to assume that the present condition of the damwill continue to represent the condition of the dam at some point in the future.Only through continued care and inspection can there be any chance that unsafeconditions be detected.

Phase I inspections are not intended to provide detailed hydrologic andhydraulic analyses. In accordance with the established Guidelines, the SpillwayTest flood is based on the estimated "Probable Maximum Flood" for the region(greatest reasonably possible storm runoff), or fractions thereof. Because ofthe magnitude and rarity of such a storm event, a finding that a Spillway willnot pass the test flood should not be interpreted as necessarily posing a highlyinadequate condition. The test flood provides a measure of relative Spillwaycapacity and serves as an aid in determining the need for more detailedhydrologic and hydraulic studies, considering the size of the dam, its generalcondition and the downstream damage potential.

The Phase I Investigation does not include an assessment of the need forfences, gates, no-trespassing signs, repairs to existing fences and railings andother items which may be needed to minimize trespass and provide greatersecurity for the facility and safety to the public. An evaluation of theproject compliance with OSH{A rules and regulations is also excluded.

TABLE OF CONTENTS,

Section Pg

Letter of Transmittal

Brief Assessment

Review Board Page

Preface i

Table of Contents ii-iv

Overview Photo v

Location Map vi

REPORT

1. PROJECT INFORMATION

1.1 General1-

a. Authority1-

b. Purpose of Inspection1-

C. Scope of Inspection Program1-

1.2 Description of Project 1-2

a. Location 1-2

b. Description of Dam and Appurtenances 1-2

C. Size Classification 1-2

d. Hazard Classification 1-3

e. Ownership 1-3

f. Operator 1-3

g. Purpose of Dam 1-3

h. Design and Construction History 1-3

i. Normal Operational Procedure 1-3

77i

ISection Page

1.3 Pertinent Data 1-3

2. ENGINEERING DATA

2.1 Design Data 2-1

2.2 Construction Data 2-1

2.3 Operation Data 2-1

2.4 Evaluation of Data 2-1

3. VISUAL INSPECTION

3.1 Findings 3-1

a. General 3-1

b. Dam 3-1

c. Appurtenant Structures 3-1

d. Reservoir Area 3-2

e. Downstream Channel 3-2

3.2 Evaluation 3-2

4. OPERATIONAL AND MAINTENANCE PROCEDURES

4.1 Operational Procedures 4-1

a. General 4-1

b. Description of any Warning System in Effect 4-1

4.2 Maintenance Procedures 4-1

a. General 4-1

b. Operating Facilities 4-1

4.3 Evaluation 4-1

5. EVALUATION OF HYDRAULIC/HYDROLOGIC FEATUES

5.1 General 5-i

5.2 Design Data 5-1

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Section Page

5.3 Experience Data 5-1

5.4 Test Flood Analysis 5-1

5.5 Dam Failure Analysis 5-2

6. EVALUATION OF STRUCTURAL STABILITY 6-1

5.1 Visual Observation 6-1

6.2 Design and Construction Data 6-1

6.3 Post-Construction Changes 6-1

6.4 Seismic Stability 6-1

7. ASSESSM1ENT, RECOMMENDATIONS AND REM1EDIAL MEASURES

7.1 Dam Assessment 7-1

a. Condition 7-1

b. Adequacy of Information 7-1

C. Urgency7-

7.2 Recommendations 7-1

7.3 Remedial Measures *-

7.4 Alternatives A-

APPENDIXES

APPENDIX A - INSPECTION CHECKLIST A-1

APPENDIX B - ENGINEERING DATA B-1

APPENDIX C - PHOTOGRAPHS C-1

APPENDIX D - HYDROLOGIC AND HYDRAULIC COMPUTATIONS D-1

APPENDIX E - INFORMATION AS CONTAINED IN THE NATIONAL E-1

INVENTORY OF DAMS

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Downstream FloodImpact Area 7

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NATIONAL DAMI INSPECTION PROGRAM

PHASE I INSPECTION REPORT

NOYES BROOK DAM, LIMESTONE MAINE

SECTION I

PROJECT INFORMATION

11 General

a. Authority -Public Law 92-367, August 8, 1972 authorized theSecretary of the Army, through the Corps of Engineers, to initiate aNational Program of Dam Inspection throughout the United States. TheNew England Division of the Corps of Engineers has been assigned theresponsibility of supervising the inspection of dams within the NewEngland Region. Chas. T. Main, Inc. has been retained by the NewEngland Division to inspect and report on selected dams in the Stateof Maine. Authorization and notice to proceed were issued to Chas.T. Main, Inc. under a letter of November 6, 1979 from Max B.Scheider, Colonel, Corps of Engineers. Contract No. DACW 33-80-C-0011 has been assigned by the Corps of Engineers for this work.

b. Purpose - The purposes of the inspection program are:

(1) To perform technical inspection and evaluation of non-Federaldams to identify conditions which threaten the public safety and thuspermit correction in a timely manner by non-Federal interests.

(2) To encourage and prepare the states to initiate effective damsafety programs for non-Federal dams.

(3) To update, verify and complete the National Inventory of Dams.

C. Scope of Inspection Program - The scope of this Phase I inspectionreport includes:

(1) Gathering, reviewing and presenting all available data as can beobtained from the owners, previous owners, the state and other

associated parties.

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(2) A field inspection of the facility detailing the visualcondition of the dam, embankments and appurtenant structures.

(3) Computations concerning the hydraulics and hydrology of thefacility and its relationship to the calculated flood through theexisting spillway.

(4) An assessment of the condition of the facility and correctivemeasures required.

It should be noted that this report does not pass judgment on thesafety or stability of the dam other than on a visual basis. Theinspection is to identify those features of the dam which needcorrective action and/or further study.

1.2 Description of Project

a. Location - The Noyes Brook Dam is located on Noyes Brook, one halfmile above its confluence with Limestone Stream and 1.5 milesnortheast of the Town of Limestone, Aroostook County, Maine. The damlocation is included on U.S.G.S. 7.5 minute series Quadrangle,Limestone, Maine with approximate coordinates N46*55'50", W67*50'50".

b. Description of Dam and Appurtenances - The project is a dual purposerecreation and floodwater retarding structure. It consists of threeprincipal features: an earthfill dam, a principal spillway, and anemergency spillway. The dam is 1000 feet long, 31 feet high, and 14feet wide at its crest. Material excavated from the emergencyspillway channel was used for the fill in the dam. The fillmaterials are of glacial till origin with zoning limited to placingthe more impervious material in the core and the more perviousmaterial in the outside shells. The structure has a toe drain systemwith collector pipes and a central cutoff trench.

The principal spillway is a double 7'-6" wide ungated drop intake toa 30 inch diameter reinforced concrete pipe under the dam. The 30-incL pipe is provided with anti-seep collars and discharges into areinforced concrete impact basin (energy dissipator). The dam has a15" drain that discharges into the 30" conduit. The emergencyspillway is an excavated, grass lined, earth channel approximately950 feet from the left abutment. It is 226.4 feet wide at crestelevation of 607 feet with 2 horizontal to 1 vertical side slopes.The discharge from the emergency spillway is directed away from thedownstream channel into Limestone Stream to the east (see drawing 2of 18, page B-3).

Plans, profiles, and sections of the dam and its appurtenentstructures are included in Appendix B. Photographs are shown inAppendix C.

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C. Size Classification - The maximum embankment height is 31 feet abovethe stream channel and the maximum storage is 350 acre feet at El.611.2. This gives the dam a small size classification (less than1000 ac.-ft and less than 40' high) according to the RecommendedGuidelines for Safety Inspection of Dams.

d. Hazard Classification - This facility is classified as a highhazard potential dam based on the potential for loss of more than

L a few lives in the event of a dam failure In Rive nccuned 4wellinps1200 to 4200 feet downstream of the damn.

Je. Ownership - The dam and associated works are owned by the Town ofLimestone, Maine.

f. Operators - The project is designed for unsupervised operation. Nomanual operations are required to pass a flood flow. The project isoperated and maintained by the Town of Limestone, Maine. Theresponsible person is Mr. Thomas Stevens, Town Manager, Limestone,Maine 04750, Telephone (207) 325-3131.

g. Purpose of Dam - The project is a floodwater retarding str'.-cture ofstandard USDA SCS design. The reservoir drain intake sluice gate iscurrently closed and the reservoir maintained at El. 594 NGVD forfish and recreation purposes.

h. Design and Construction History - The project was designed by theUSDA Soil Conservation Service and constructed by Hornbrook, Inc. in1970.

i. Normal Operating Procedures - The reservoir is normally maintained atEl. 594. All flood flows are passed through the principal andemergency spillways which are designed for uncontrolled discharge.No other operating procedures are in evidence.

r1.3 Pertinent Data

a. Drainage Area - Noyes Brook Dam controls a drainage area of 2.85square miles. The watershed is approximately 65 percent wooded and35 percent agricultural. The slopes are gentle with one large swamparea upstream. The watershed ranges from Elev. 720 to Elev 580.

Lb. Discharge at DamsiteJ (1) Outlet Works - A screw operated sluice gate and 15"0 CMP provide

the capability to drain the reservoir to El. 582.5 NGVD. This draindischarges into the base of the principle spillway riser.

(2) Maximum known flood - Unknown.

(3) Principal spillway capacity at top of dam -155 cfs @ El. 611.2.

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(4) Principal spillway capacity at emergency spillway crest

elevation - 143 cfs @ El. 607.

(5) Gated spillway capacity at normal pond elevation - N/A.

(6) Principal spillway capacity at test flood elevation - 148 cfs @El. 608.9.

(7) Emergency spillway capacity at test flood elev. - 3470 cfs @ El.608.9.

(8) Total project discharge at top of dam - 13,748 cfs @ El. 611.2.

(9) Total project discharge at test flood elevation - 3,625 cfs @El. 608.9.

c. Elevations (feet above NGVD)

(1) Streambed at toe of dam 580.0

(2) Bottom of cutoff 576.0

(3) Maximum tailwater Not available

(4) Normal pool 594.0(Max. Depth = 14')

(5) Full flood control pool 607.0

(6) Spillway crest

(a) Principal 594.0

(b) Emergency spillway crest 607.0

(7) Design surcharge (OriginalDesign) unknown

(8) Top of dam 611.2

(9) Test flood surcharge 608.9

d. Reservoir (Length in feet)

(1) Normal pool 1000

(2) Flood control pool 2800

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(3) Spillway crest pool

(a) Principal 1000

(b) Emergency spillway crestpool 2800

(4) Top of dam 3400

(5) Test flood pool 3100

e. Storage (acre-feet)

(1) Normal pool 94

(2) Flood control pool 255

(3) Spillway crest pool 255

(4) Top of dam 350


f. Reservior Surface (acres)

(1) Normal pool 4

(2) Flood-control pool 33

(3) Spillway crest 33


(5) Top of dam 45

g. Dam

(1) Type Earthfill

(2) Length 1000 feet

(3) Height 31 feet

(4) Top Width 14 feet

(5) Side Slopes Upstream 3 Hor. to1 Vert.Downstream 2.5 Hor. toI Vert.

1(6) Zoning 2 zones

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(7) Impervious Core Most impervious

toward the core

(8) Cutoff 5' trench

(9) Grout curtain None

(10 Other None

h. Diversion and Regulating Tunnel - None

i. Spillway (Principal)

(1) Type - Reinforced concrete riser to 30" 0 conduit

(2) Length of weir - 15'

(3) Crest elevation - El. 594 NGVD

(4) Gates - Ungated

(5) U/S Channel - N/A

(6) D/S Channel - Natural

(7) General - Reinforced Concrete Impact Basin at Outfall

Spillway (Emergency)

(8) Weir crest - El. 607 NGVD

(9) Length of weir - 226.4'

(10) U/S Channel - Grass lined earth channel

(11) D/S Channel - Grass lined earth channel

(12) General - 2 Hor. to 1 Vert. side slopes

j. Regulating Outlets

(1) Invert - El. 582.5 NGVD

(2) Size - 15" CMP

(3) Description - Sluice gate to drain reservoir

(4) Control Mechanism - 15" 0 Sluice gate w/screw operator

(5) Other - None

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SECTION 2

ENGINEERING DATA

2.1 Design

As built drawings of Noyes Brook Dam are on file at the GSA FederalArchives and Records Center, 380 Trapelo Road, Waltham, MA 02154 (617-223-2657).Design calculations and specifications were not available. The December 1964Limestone Stream Watershed Work Plan indicates that:

...hydrology and hydraulics analyses followed proceduresgiven in the National Engineering Handbook of the SoilConservation Service, Section 4, Supplement A, Hydrology (NEH4A) and Section 5, Hydraulics (NEl 5)."

and for civil works:

"All designs are in accord with the latest Soil ConservationService design criteria as set forth in Engineering MemorandaSCS-27, 31, 4D and 42; Technical Release No. 10; Section 3.21,Hydrology, Supplement A of the National Engineering Handbook;U.S. Weather Bureau Technical Paper No. 40; and other sources ofrecognized engineering material."

2.2 Construction

The Noyes Dam and appurtenances were constructed in 1970 by Hornbrook,Inc. No construction records or photographs were available to theinspection team. A set of "as built" construction prints was reviewed.Those pertinent to this report are included in Appendix B.

2.3 Operation

No formal operational procedures were available for review. The principaland emergency spillways are uncontrolled structures requiring no manualoperations.

2.4 Evaluation

a. Availability: A set of project design (SCS) drawings and a set oftypial oil Conservation Service Construction Specifications for

nearby Durepo Brook Dam were reviewed.

b. Adquacy: The evaluation was based on visual inspection, past

peforance history and engineering judgment and experience.

C. Validity: The limited data available restrict evaluation of theN o rok Dam and appurtenances to the visual inspection and

2-1

engineering judgment. The field inspection indicated that theexternal features of Noyes Brook Dam substantially agree with thoseshown on the available plans.

2-2

SECTION 3

VISUAL INSPECTION

3.1 Findings

a. General - The field inspection was conducted by L. Seward and J.T inas of Chas. T. Main, Inc. on 8 November 1979 and J.E. Giles, Jr.,August 12, 1981. On the date of inspection, the Noyes Brook Dam and appur-tenances were in good condition. No urgent or emergency actions are requiredat this time.

b. Dam

(1) Crest - The embankment crest was true to line with no abnormaldips, sags, cracks or other evidence of distress (Photos 2, 7 and 9).The as-built camber was observed and appears unchanged. At the leftabutment, adjacent to Noyes Road, there is a low point which can beseen in the original design (see drawing number 2 of 18, page B-3; atstation 13+00) and is apparent visually (Photos 7 & 8). It isunderstood from speaking with the local residents that during timesof high water, there is a considerable flow (say 500-1000 cfs) thatflows over Noyes Road at the left abutment. This flow runs down theroad for a short distance and then turns back in towards thedownstream channel. Wheel tracks were observed on the crest. Thecrest is grass covered with no pavement.

(2) Upstream slope - The upstream slope riprap appeared in goodcondition. The slope above the normal pool El. 594 has a welldeveloped tight grass cover (Photo 1). There was no evidence ofsloughing or erosion on the slope.

(3) Downstream slope - The downstream slope (Photo 7) has a welldeveloped, tight grass cover. No significant gully action wasobserved on the slope. No slides or sags were observed.

(4) Downstream toe - The downstream toe is generally dry with noboils or seeps observed except at the toe drain (Photo 3). On theright side of the riprapped toe drain near sta. 25+00, a 1 1/2gal/sec seep was issuing from the riprap. The flow carried nosediment or suspended fines (Photo 6).

(5) Underdrain system - Two 6-inch diameter toe drain collectorpipes issue from the dam adjacent to the principal spillway outlet.These outlets both had minor clear flows.

(6) Instrumentation - No instrumentation was observed.

c. Appurtenant Structures

3-1

(1) Principal Spillway - The principal spillway intake (Photo 4) wasobserved from shore. The exposed concrete and trashrack steelappeared in good condition.

(2) Outlet works - The outlet impact basin (Photo 5) was found ingood condition. All construction joints were tight. No spalling wasobserved. The reservoir drain inlet was submerged and could not beinspected. The outlet conduit could not be inspected. It wasreported by the Project Operator (Limestone Town Manager) that thedrain had not been recently operated.

(3) Emergency spillway - The emergency spillway was clear of debrisand in good condition with a well developed grass cover.

d. Reservoir Area - No areas of potential or actual shoreline movementwere observed.

e. Downstream Channel - The downstream channel (Photo 6) was clear withno evidence of erosion.

3.2 Evaluation - In general, the dam and appurtenances are in good condition.The toe seepage at the time of the inspection was within acceptablelimits. The slopes are stable and the crest is in good shape. Theconcrete structures are sound. The low point at the left abutment is atapproximate Elev. 608 4hich is one foot above the emergency spillwaycrest. Any water which flows over at this low point will flow down theroad for a short way and then back towards the downstream channel.Erosion of the downstream toe is not considered a problem in this area.No urgent or emergency repairs are required.

3-2

SECTION 4

OPERATIONAL AND MAINTENANCE PROCEDUJRES

4.1 Operational Procedures

a. General: The principal and emergency spillways are uncontrolledcrest structures. No manual operations are required to insure safepassage of a flood flow. No recent operation of the reservoir drainis reported.

b. Description of Downstream Warning System: No warning system oremergency evacuation plans are in effect for this project.

4.2 Maintenance Procedures

a. General: The Town of Limestone has an operation and maintenanceagreement with the Soil Conservation Service. Each dam is inspectedat least once annually and after every major storm. An inspectionreport is prepared and any required maintenance is then performed bythe town.

b. Operating Facilities: There are no manual operating facilities atthis structure except for the reservoir drain gate on the principalspillway riser. No regular maintenance procedures for the projectoperating facilities are specified. Repairs are made as required.

4.3 Evaluation

The operating and maintenance procedures are limited for thisproject. The owner should establish procedures to inspect thestructures regularly, to monitor the seepage at the toe of the dam,to keep the embankment free of brush and trees, and to monitor theproject during periods of intense rainfall. The owner should arrangeto have a technical inspection made on a bi-annual basis andestablish a warning system to follow in the event of emergencyconditions.

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SECTION 5

EVALUATION OF HYDROLOGIC AND HYDRAULIC FEATURES

5.1 General - The watershed is 2.85 square miles of undeveloped rollingterrain. The dam is located on the Noyes Brook, about 0.5 miles upstreamfrom the confluence with Limestone Stream. The earth embankment developssufficient storage to reduce the Probable Maximum Flood (PHE) peak from

3900 cfs (1370 csm) to 3470 cfs (about 11% reduction).5.2 Design Data - The dam was designed by the Soil Conservation Service, U.S.

Department of Agriculture. The top of the dam elevation varies accordingto the as-built drawing (page B-3) from 611.7 feet at center to 611.2 feetat both abutments. This 0.5 foot varience, is the allowance for naturalsettlement at the center of the dam. The maximum height of the dam is31.2 feet (capacity 350 ac. ft.) and is classified as a small dam. Theprincipal spillway consists of a reinforced concrete riser, a gatedreservoir drain, a principal spillway conduit with anti-seep collars andan energy dissipating structure at the outlet with a rip-rapped channel.The dam is equipped with a remote emergency spillway located approximately950 feet north of the left abutment. The plans show that the emergencyspillway channel bottom width is 226.4 feet which has a crest elevation of607.0 feet. The plans indicate a channel depth at the crest of 9-12 feet,with channel side slopes of 2:1. The emergency spillway discharges awayfrom the downstream channel (Noyes Brook) directing the flow intoLimestone Stream to the east. At the left abutment of the dam there is alow spot (Station 18+00) which was designed to allow for water to flowover during the Design High Water (Elev. 608.8). This flow will then bedirected over Noyes Road and back into the downstream channel.

5.3 ExeineData - There are no records of past floods or any overtopping

5.4 TetFlood Analysis - Based upon "Preliminary Guidance for EstimatingMaximm Probaleischarge", dated March 1978, the watershedclassification (rolling), and our hydraulic computations, the test floodfor this high hazard, small size dam is estimated to be equivalent to thePifF of 3900 cfs (1370 csm). The flood routing starting elevation was

L selected to be the recreation pool elevation (594 ft), and the inflowhydrograph peak was reduced by the volume between emergency spillway crestand principal spillway intake elevations. For this particular portion ofMaine, the PMF runoff is assumed to be 13". The routed test flood outflowwas determined in accordance with Corps of Engineers "Guidance forEstimating Effect of Surcharge Storage on Maximum Probable Discharges",and the hydraulic characteristics of the reservoir. The emergencyspillway discharge was computed as open channel flow. The routed testflood outflow was determined as 3470 cfs, and corresponding water surfaceEl. 608.9 ft. The top of the dam elevation is 611.2 ft and thus the dam

5-1

would not be overtopped. The emergency spillway capacity is more than 100percent of the test flood. As a check, a second test flood-routing wasperformed assuming weir control in the emergency spillway and the dam was notovertopped under these conditions.

5.5 Dam Failure Analvsis - The volume in the reservoir corresponding to thewater surface elevation 608.9 ft is 260 ac. - ft. which is considered atthe time of dam failure. The impact of failure of the dam was assessedusing the "Rule of Thumb Guidance for Estimating Downstream Dam FailureHydrographs" prepared by the Corps of Engineers. The breach discharge was

j estimated with the maximum water surface elevation during the test flood.The breach width was selected to be 35 percent of the length of the dam atmid-height. The discharge through the emergency spillway was notconsidered in the downstream prefailure flow since it is directed awayfrom Noyes Brook and into Limestone Stream. An estimated flow of 1000 cfswas assumed for the downstream prefailure flow due to the low point at theleft abutment and the principal spillway discharge. The total peakdischarge during breach was estimated to be 84,200 cfs.

The results show that prior to dam failure there will be no flooding ofthe two houses located at Reach 4 (1200 feet downstream), about eight feetabove the channel bed. Further downstream at Reach 14 (4200 feetdownstream) the prefailure flow will cause some minor flooding of twohouses located very near the channel bed but no flooding in the remainingfour houses located some six to eight feet above the channel bed. Theprefailure flow is assumed to be 1000 cfs. This results ia.~ water depthof approximately four feet in the downstream channel through Reach 14(4200 feet from the dam). In the event of a dam failure, the initial wavewas calculated to reach a depth of 16.7 feet at Reach 4 where two houseswill be impacted by about nine feet of water and a depth of 10.9 feet atReach 14 where the four previously unflooded houses will be impacted byabout four to six feet of water. In view of these results it is concludedthat more than a few lives could be lost in the event of dam failure. Thusthis dam constitutes a high hazard potential.

5-2

SECTION 6

EVALUATION OF STRUCTURAL STABILITY

6.1 Visual Observation

The visual inspection of November 8, 1979 revealed no dips, sags,depressions or other evidence of instability. Seepage of 1.5 gallons persecond of clear water was observed at the toe of the downstream slope.

6.2 Design and Construction Data

Design calculations and construction records were not available for reviewin preparing this report. The construction drawings for the dam werereviewed. A typical construction specification for Durepo Brook Dam wasreviewed as it was reported to be similar to the Noyes Brookspecification. The Noyes Brook and Durepo Dam designs and specificationsare according to SCS standard practice for floodwater retardingstructures.

6.3 Post Construction Changes

No evidence of modification to the dam since construction was observed.

6.4 Seismic Stability

The dam is located in Seismic Zone No. 2 and, in accordance with

recommended Phase I guidelines, does not warrant seismic analysis.

6-1

~v, *

SECTION 7

ASSESSM1ENT, RECOMMENDATIONS .AND REMIEDIAL MEASURES

7.1 Dam Assessment

a. Condition - The visual inspection indicates that Noyes Brook Dam isin good condition. The inspection revealed that there is a seepageof about 1.5 gallons per second at the downstream toe of the dam nearStation 25+00.

b. Adequacy of Information - The lack of in-depth engineering data didnot allow for a definitive review. Therefore, the adequacy of thisdam could not be assessed from the standpoint of reviewing design andconstruction data but is based primarily on visual inspection, pastperformance history and sound engineering judgment.

C. Urgency - The recommendations and remedial measures presented belowsBhoiiIbe implemented by the owner within two years of receipt ofthis Phase I Inspection Report.

7.-2 Recommendations - None

7.3 Remedial Measures The owner should:

a. Monitor the seepage at the toe of the dam on at least a monthlybasis. If any significant change in the flow volume or coloration isobserved, engage a qualified registered professional engineer todetermine its significance.

b. Implement a monthly visual inspection program of the dam andappurtenances. Observations should be recorded in a maintenance log.

C. Establish a system to monitor the project during periods of intenserainfall.

d. Develop a downstream warning plan in the event of an emergency at thedam.

e. Conduct bi-annual technical inspections of the project.

f. Establish regular maintenance procedures at the project and continueto keep the embankments free of brush and trees.

g. Remove the brush and trees from the downstream toe to a distanceapproximately 25' downstream.

7-1

74

I

h. Obtain and maintain a set of as-built drawings and technicalinvestigation reports.

i. Insure the operability of the reservoir drain.

7.4 Alternatives

There are no practical alternatives to the recommendations of Sections 7.2and 7.3.

7-2

.1.)L - . "7 -

- .m s nnuunil 'r *'i

APPENDIX A

FIELD INSPECTION CHECK LIST

I 0.7

INSPECTION CHECKLIST

PARTY ORGANIZATION

PROJECT mnvp Brnnk Dam DATE NoV. 8, 1979

TIME 12:OG Noon

WEATHER Fair - 400F

U.S. ELEV. U.S. DN.S.

PARTY:

I T.aw, g- q ,4- Hydrologist 6.

2. Tan M- .Tnna - Civil Engineer 7.

3. Peerless J. Snow - Project OperatcS .(Town Manager, Limestone)

4. J.E. Giles, Jr. - Project Manager 9.

5. August 12, 1981 10.

PROJECT FEATURE INSPECTED BY REMARKS

All of the project features were inspected by each of the partyi.members.

2.

3.

4.

5.

6.

7.

8.

9.

L0.

A-2

L


PROJECT Nnyp Rrnk am DATE Nov. 8. 1979

PROJECT FEATURE Earthf ill Dam NAME Lewis B. Seward

DISCIPLINE Hydro NAME Jan N. Jonas

AREA EVALUATED CONDITIONS

DAM EMBANKMENT

Crest Elevation 611.2

Current Pool Elevation 594.0

Maximum Impoundment to Date 214 Ac./Ft.

Surface Cracks None Visible

Pavement Condition Riprap on u/s thick grass on d/s

Movement or Settlement of Crest None noticable

Lateral Movement None noticable

Vertical Alignment No change noticed

Horizontal Alignment No change noticed

Condition at Abutment and at Concrete Riprap at concrete struc.; undisturtedStructures earthfill at abutment

Indications of Movement of Structural NoneItems on Slopes

Trespassing on Slopes Seeps at d/s rt. of outlet structur

Vegetation on Slopes Thick grass

Sloughing or Erosion of Slopes or No sloughing noticedAbutments

Rock Slope Protection - Riprap Riprap in good conditionFailures

Unusual Movement or Cracking at or No cracking noticednear Toes

Concentrated outflow of about 1Unusual Embankment or Downstream gal./sec from riprap toe rt. sideSeepage

Piping or Boils None

Foundation Drainage Features Outflow from both outlet structure

Toe Drains Drain openings

Instrumentation System None noticed

A-3

'4'* A6.


PROJECT Noyes Brook Dam DATE Nov. g. 1q7

PROJECT FEATURE Earthfill Dam NAME Lewis B. Seward

DISCIPLINE Hydrn NAME Jan N. Jonas


OUTLET WORKS - INTAKE CHANNEL AND

INTAKE STRUCTURE

a. Approach Channel None

Slope Conditions

Bottom Conditions

Rock Slides or Falls

Log Boom

Debris

Condition of Concrete Lining

Drains or Weep Holes

b. Intake Structure Concrete overflow with gate valve

Condition of Concrete Good

Stop Logs and Slots None

A-4

I .. :' ' . , .. . -


PROJECT Mnyp Brink nam DATE NOV. 8, 1979

PROJECT FEATURE 7arthfill nam NAME T.wia A- gpward



OUTLET WORKS - CONTROL TOWER

a. Concrete and Structural

General Condition Very good

Condition of Joints Tight

Spalling None

Visible Reinforcing None

Rusting or Staining of Concrete None

Any Seepage or Efflorescene None

Joint Alignment Good alignment

Unusual Seepage or Leaks in Gate Not applicableChamber

Cracks None

Rusting or Corrosion of Steel None

b. Mechanical and Electrical

Air Vents None noticed

Float Wells Not applicable

Crane Hoist Not applicable

Elevator Not applicalbe

Hydraulic System Not applicable

Service Gates Not applicable

Emergency Gates Manually operated from top of struc

NoneLightning Protection System

Emergency Power System None

Wiring and Lighting System in NoneGate Chamber

A-5

_ _,_.K


PROJECT Noyes Brook Dam DATE Nov. 8. 1979

PROJECT FEATURE Earthfill Dam NAME T.wiq R_ Rw



OUTLET WORKS - TRANSITION AND CON-DUT

General Condition of Concrete Good

Rust or Staining on Concrete None

Spalling "

Erosion or Cavitation "

Cracking o

Alignment of Monoliths "

Alignment of Joints "

Numbering of Monoliths

A-.

A-6


PROJECT Noyes Brok Dayn DATE Nov. 8. 1979

PROJECT FEATURE Earthfill Dam NAME ..


AREA EVALUATED T CONDITIONSOUTLET WORKS - OUTLET STRUCTUREAND OUTLET CHANNEL

General Condition of Concrete Very good

Rust or Staining None

Spalling None

Erosion or Cavitation None

Visible Reinforcing None

Any Seepage or Efflorescence None

Condition at Joints Joints were tight

Drain Holes Two circular openings at outlet,rip

Channel raped bed for seeping water at toe.

Loose Rock or Trees Overhanging Some small trees overhanging brookChannel channel

Condition of Discharge Channel Grassed banks with shrubs and smalltrees

A-7


PROJECT- Noyes Brook Darn DATE Nov. 8, 1979

PROJECT FEATURE Earthf ill Dam NAME Lewis B. Seward

DISCIPLINE Hydro NAME. Jan N. Jonas


OUTLET WORKS - SPILLWAY WEIR,

APPROACH AND DISCHARGE-.CHANNELS

'A. Approach Channel None

General Condition

Loose Rock Overhanging Channel

Trees Overhanging Channel

Floor of Approach Channel

b. Weir and Training Walls

General Condition of Concrete

Rust or Staining

Spal11i ng

Any Visible Reinforcing

Any Seepage or Efflorescence

Drain Holes

C. Discharge Channel Not applicable -fields and meadows

General Condition

Loose Rock Overhanging Channel

Trees Overhanging Channel

Floor of Channel

other obstructions

A- 8


PROJECT Noyes Brook Dam DATE Nov. 8, 1979

PROJECT FEATURE Earthfill Dam NAME Lewis B. Seward



OUTLET WORKS - SERVICE BRIDGE

a. Super Structure Not applicable

Bearings

Anchor Bolts

Bridge Seat

Longitudinal Members

Under Side of Deck

Secondary Bracing

Deck

Drainage System

Railings

Expansion Joints

Paint

b. Abutment & Piers

General Condition of Concrete

Alignment of Abutment

Approach to Bridge

Condition of Seat & Backwall

A-9

APPENDIX B

ENGINEERING DATA

Note: 1. All design records are in storage at the:

National Archives and Records ServiceGSA Federal Archives and Records Center380 Trapelo Road, Waltham, Massachusetts617-223-2657

2. No past inspection reports were available forreview.

3. The following drawings are as built prints.

III =

I *B-

1

flo

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1. W,~

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sr -

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/! 2~ ~''

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-

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.4

____________________________________ z

F j ~TF~t~

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I ________________________________________________________

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5-

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/

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+

44

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ifi

APPENDIX C

PHOTOGRAPHS

OLIREPO ROAD

EMERGENCY SPILLWAY

lop HGH FLOW LINE

~ PHOO LOCTIONNOYES BROOK DAM

RECPHOTOO LOCTIO

UAREY COALOBNGERSPHAS INPECTON ROA

HMAGN 1345L72AD

LINE

I

I

IPhoto 1Upstream Slope FromRight Abutment

Photo 2

Crest FromRight Abutment

IIi

I Photo 3Downstream ToeSeepage Area& Toe Drain Detail

! I

Im m m nmnnu mmmi mmmm u

Photo 4

Principal Spillway

Photo 5

Impact Basin &Underdrain Outfalls

Downstream Channel

III Photo 7

Crest of Dam

I Toward left Abutment

IIII

Photo 8

I View of Noyes RoadLooking Downstream at

I Left Abutment of Dam

II

II Photo 9

Downstream Slope from

Right Abutment

II

.. .Im- - ,,

Photo 1Emnergency Sc:.-La)'from left emnbankmenz.Noves Brook --am Isbeyond thie red h.-ouse.

Photo 11IEmneraer.ov Sz wi av-viewed from -e--embankm-entlokndownstream.

ESTIMATING EFFECON MAXIMUM

INFLOW Q1

Q

OUTFLOW-

T

STEP 1: Determine F)IX D Curves.

STEP 2: a. DetermineNULIC COMPUTATIONS

1 Q Gp 1I .

b. Determine(STOR1) In

c. Maximum IEngland e

Qp2 =

STEP 3: a. Determin."STORz"

b. Average

Determini

Resulting

D-1

"RULE OF THUMB" GUIDANCE FOR ESTIMATINGDOWNSTREAM DAM FAILURE HYDROGRAPHS

/ ", ,> Q,, '12Q pT -12 S

= -

1 !T1

L_ T3 -

STEP I -"OE-RMINE OR ESTIMATE qESE:ZnR STCRAG S) IN4 AC-FT AT TIME ',-F FAILU}RE.STEP 2: DETERMINE ' PEAK, FAILURE OUTFLOW (o

11-7 w t'z-- -

wo= BREACH WIDTH - SUGGEST VALUE NOT GREATER THAN 4," ,F C.MLENGTH ACROSS RIVER AT MID HEIGHT.

y: TOTAL HEIGHT fROM R;VER BED TO POOL LEVEL AT FAILURE.

STEP 3: USING USGS TOPO OR OTHER DATA, DEVELOP REPRESENTATIVE STAGE-DISCHARGERATING FOR SELECTED DOWNSTREAM RIVER REACH.

STEP 4: ESTIMATE REACH OUTFLOW 'Qp2) USING FOLLOWING ITERATION.A. APPLY Qpl TO STAGE RATING, DETERMINE STAGE AND ACCOPMANYING

VOLUME (VI) IN REACH IN AC-FT. (NOTE: IF i EXCEEDS 1/2 OF S.

SELECT SHORTER REACH.)

B. DETERMINE TRIAL Qp2"

O pITR;AL) 2 OP, - )C, COMPUTE V2 USI!IG Q,2 (TQIA&.).

D. AVERAGE V1 AND V2 AND COMPUTE QP2 "

0 Pz a P,

STEP 5: FOR SUCCEEDING REACHES REPEAT STEPS 3,AND 4.APRIL 1978

D-3

SURCHARGE STORAGE ROUTING SUPPLiAENT

STE 3: a. Determine Surcharge Height and"STOR2" To Pass "Qpz"

b. Avg "STORi" and "STOR2" and

Compute ,Qp3".

c. If Surcharge Height for Qp3 and

"STORAVG" agree O.K. If Not:

STEP 4: a. Determine Surcharge Height and

"STOR3' To Pass 0Qp3"

b. Avg. "Old STORAvG" and "STOR 3 "and Compute "Qp4"

c. Surcharge Height for Qp4 and

"Now STOR Avg" should Agree1 closely D-

D-4

LCA~TION MAP

QP4'

DAINAGE AREAm

NOYES BROOK DA.

Joe '

I:proMAP OURC USDI-G FOR FARFIEO& NYESBROO3DA

VAN7 BUEMIEQARSHEES. DAINAE ARAMA

Scal :6200 .S. RMYCORP OFENGIEER

war

SHETS DRANAG IAEMAScl .1 =62500~ (

U.S ARMY COPFENIER

(I 1of

I' 0C ' C4.C

';c E 4j C D2

1 Y 13 -HR P-S1 4-

eoI 1 4 6qo.Ot 5-' 4

760 6~4 '-1i3 00 611.49 f .

S i

'1*

.1 47- 7-7

C. 7

L4

Mbl F. 7-

CC.!

;4~ T

r k tvlYA k5A-(- sm-1~ a~~~ 17

0A

CC

I -Z

CF I

-~I a ---- *D4__

cam (t'o N"' 17-4s-- 0.s72A 2 oaut of 23saw"i AloygtF A"ROAk~ %VIi~ ~ *~

gG~~~Aa'c1 A6/N 4vEv

ERy. 0I.2

-' i (QLW 9&5 ?,/C9m-~ _ Ca,,5afk~2/A/ #ha,? _ hc~ f~%,~ el h

EP. 1INLJ94

- .. -..........

C. cam e m ~4,~o1 n

61)

'Oq

I A/ 1 0 -

t-FA &Q - -'A - - l -/1 1 I lo J

D-11

cow~ Oi'~ fA/A~~ _____d_2

Saoims NO 'g"z- T dok.~~ A6 .a hiei

PArr(4 N, g1rP S L

.t~.*~jI used I~n

E--i. OF, M L C;

'I=Headi in feet=Entran:e loss so.?ficientDiameter of pipe in tel.-

=Maflnifli roLJv1rtess*~ii

L= Len';ht of culvocrt in jeer0= 0De2sisn 'jischar-?e rare in c:+

0

= .... -,..

-NTP"O.N E EL..' 594..

'TLET EL-V 581 "t

- - - - - - - - - - - - --1 . l~ @ ' - t @ : -- - - - - - - - - - - - -. .. " -- -

5.L1

144

77 1-40 S 71 14

- A 7 F: ur e B-1 . ..

-4 = : .. ", .. II

"6 ~~~~~~~~~z D6-.-11.""':I=."3'"I, .i¢I.

Ci" j41 r g ,~ A4~- .6 -o~% 7 saut.. lot 23

f e 4-o' vl 3i1' /-

D-1 2q

( U. . y r ., f: 7 -i. _ _ _ 0 o ft_

--- -* - -.~ ' C -'~ - - 1 - - -

:C

-- I p

- ,,ACU I t P J 1.4e=cE¢ ;7L;~ €3 : P CG E -t:rti .. elev*ation at

"" " vti ' 4f 'P*'. LL, '. Y -'S: ' 4] - E , C. jt- - -- - -~ -lE - - P a c r

-''i~, l = 'J = '.i tb ."

-- =- -- : b: : : " , r - , -r . . .. t- = 41 ~ ~1 .. ,. - ; 4. t h

- - - - - - - -:,t --- - - - - - - - - - - - - - - - -

'.nl a fA e@ ,ai t.

.7- -B D SeI E: P, EL'.. 1 " t)

r C- 1

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- - *iQ. =olu1 , -.- = - S

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p .= . .

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VI-13

cisw t'' OF F 6AIFER a9l!4suL2 2.3

" .- Aid ' Ii, , - - 7" 7L t vat re ?t~~-oc7~ ~'t~rM ca____ *ev_____

- -3

- E S T D , R k.E E - :.S- ,NE, .- ) FI = N E:'- = LT! '¢" -:TFI'I.. 1., 0 4 = .' 1 . - H

?P4 = 7471 ,:f2)

- = LL4 " . ' = " i .p4 "'

,= u 3, e.t

E2 = 4 ,I e - _ ,':, j t4 (-e

J. ,,u '- 56 ea 25 P- H E =

.E :': UJ L T 5T !-I _, POE STO 1 -- --- --- -

1= 0 " ' ir ' ,

' 7 ='~A'' t -4 L ST 1E 1 A'.E TES DE LE!,tI).TE' :$IPFtFLOE ELEY.' = 6)B ..,-,=.=.~ ~~ = I4r ," + .

S:jjC."PP!;E HEIiHT = .. 4

CP'.- ELE',, OF THE OF,"

I.'fLUM1E RT CPM COET -iE=-;'~CH~ = 4.T_ c: .- I,-s .

=OLUME R T M t< W R.TE. PS: ..'=I, *'" ; t '

1

755 . .

- *ac - +S J '

P4.IL ANRLMLYSE-

Tfie ,atural chanrel cross ~-'-~~~- ;~~~-, aa:Ja ~~ae~~-:*~' re zip.,ic as triarvqui.ar

- -,~'~i~ "0th~RULE 0 F THL~ S e~~~~ ~~The sta. e-eftschargerIatp,--

atis-djchar?e-S(." - -3' -J3. 3 .

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~? ~ ~ ~ -he brea: id.;o' a-1e

A14 Y67e5 op W71I 0M6 1- V09 fig9~?~t.tJ Z-...z

F o- F'rto P rmula TI

cr~, F:r rft4 ~

~~~~~~3 1:oidi10~E~

K'3 12 513E4a Fcr mui *!:' a T.*

Or-.tsilure hegh =v. 95 i9 c b

P-oir' '-rrnulk. 11( : =

I ~~Fo rmla i . , I>

0 o 4 + I>.

crom F;--rmuia -A),

7o'.l 4s~ht

=-a -ra

4 -- '

i~~~~I u -a1-lm y2

/V40js NYeS BR A 7*AI 1 rriPa a Z3r4LdRE'0 AAcAY5 S 59m,.

I ,n :, = ..".313 '&,:t3,

ID

-. 1~ irnu. r

= 'at31., ,:-.E

to:,r F,_-,rn:.a * ..

= .'- *7, ,'---- i.:,'d .'i3,: rr=e

= L;&E! -=

- 7

= ' = - *..

" Fn', , :, ,. a < : " .7 - 4 11:1 99 ( r u -,=re*iu re hei .ht.

*v I

,'v= = < ~ (. +U-' *.'. = "P1 4. ,:+ 1

.4 1 .41= !, -

F,rn F:.-mul.a, (II>, = ,. t

37: 0 -*F r L4 r,,, rv r o L .+:

cam~ Job ft_____ .~ It.2L~Sa*d -- 52

PP 33114. k*cfs)-

Fro Formula~ CI),

7411= (Cis)

9'=0 7 15 '-ttt)

vJ 98. cub-if)

F-.:rf, cormula 1II OP2 = GP I - Vawg

q= 247 ( = 33Z34.) cf2

CII+ at Pro Formula~ (I)..

ceinro Formula (1). Qz

.0a wi5.'h .'

C ro m Fo rmwu1 -a uI:ITo~a1 Rr- RESULTS

R11.) Pre &2Jur!. Hei-r? 4 S.3 4,9 2 5'k - '

2 Postfailure i*-eiv'*t = 5 1

- -. . re3Cil Dischi-3r-l =527

10 !4, .5 (c -t- Roaech LeM91h-

4.- 77

ca Jo W Ll

f? = 3 0214 ':f-'-';

Irrnm Forrlu.a. :

--=-:,'a= ::'*+I:, I= ij...- i2 = -1 1 : +

33 1. 1 +

=t

Q_ - . @ ) ' I' ''')- -o Forr)L!l (.ui .

'?!, = '00 ,Ie i> t2 = .) +1

-= =mc rr e.1 n) - a-7

':: = 14 g= "'

, = 14

IJ 2' 9651 , ,57 ,:,-t. + *.

P r e - .i u r e h e i s n t ,t ., , = , " .' + ' :

7, = .:. ( *f-? ' "E"$ULT 2$ ' =

h 7ju.1 0 09r cu

;zrom Formuli (II.' o = ) l ; - :,. , - u "

..- 2 " .t. '!1 F-'.O 2" a-,' -,

" = Lm 4+ 8i =' reioru . 'i:'Ir: .i

=~~~737 13.

jue_____ ieIL~..~

sa~____________________ p ZZ 72Z. T

____ ___ ____ ___ ____ ca& ___

p ~ *

F r oMCLTIJ4 rrof ro-m u

2 -;'Z~ s .

A 3:r 4:3 1 ( s i -

9'ret31u reb eh

2 ~ *. '*3~; =~ .~a' *.:-2'

cu ______________________ ail.______ a.1iu.

=,ror Pormula :i17). .C'

- ~ .. :,rei .j], 'I,

Fvirn Formula :1..

'.) C, Rr L- U.LURTT=1. N

S..oo :iisch-ar e:

dI e -? 62

-- , _ " I

V 2h 9Z3cu

(cub

=ro Forftsuua a N-3

Op!,m F +m l C- c =-I ,r u~

~r?1 Hei,-.t.'2=14.3 2 Z P)

P orniu. a ~1I ~~3J

7 3'5L z - -- ---PeziJual Fir~a,.~~

0-23

ci.. Job Ni.____ am-2- 2.3-~f Bab.2 L

= -

Qp2 = 2-62 ,

-r:, F t r u,'a , I

o--p

C R rLrC F r r u T ', .' r 4N ' 1 , C LCUJL~iT rONE

-1o r d i Sod a r -E.- = :10e'E ,'- > = -

= .. . 2 = 3C1? ,.t-= O

S 0 2 2 . L.' = 92 'ThE _ t

r om F:' rru I a I* t.Lw-9 = t, 1 . ' , .

= 6:' '2 :ub-

=r,_, F.:.rri.j. '-ID: .rm = :P2 - , ..

1 = :: --.. . = '.31 K Z t:- f '-- 2s '

= Im - QI r.m , . o .-a

~r off Fo trm-u .. 'I'h = 1"2. '4t)h' = 12.3 "4:,.

Cro r Fo r raul. I a IT,?-val Firea. RESULTS5

= 7-5,3 4 (_- - -.,

Pre.tillure Heih, = 3I~~~d~ ~~ -- . ., '' tl =

2 r '" a u re ",e $2 T-

" ' = L AA. P.2 7 B e a c, h D i x,: n a r .=?e _-7 ?- 3 77 ,F

co r k Fn-2 2- = 5"1- 3.." .. iB .'ro- 2,Jrm :# , 1,

* From ormu,.L ).iS'. 1 i- :II.'p TC. *

= - an.

-;-- * .:,n,}, ,I ,- .P" -=i.ju : 'r@e ,.,-* = !I 3i ,",:t' _--) I ., = '

, .- _ 2.. '-- = e ,-

- T. .~'2 = "- ; L

-.-. .

• . ,,:r:., -.,, = Th ,i -, ,:,1 - .,

":= .A*.: + '>

r O-_,r,, Fo ,- m ,.4 l ""i:.

S= " .,.2 = I .4 "

= - E. ' - C:UULT,: -

Ore ai ',r H'eel1 r :Rht _-~'ezd13 L, --

0= P - i, a - '. ...-- 4 7 +: - :

r. p i~f~la.

t 2

;- -,:h Oi,:r-.. = e:4a

.. . = = -a- F ,;4"IjI

camt_______________________ Job me. 9aw2Jf 5

L~ ~~~c -'- 4 7" :

= I I

,z.m +~rfL4

z,- Fr:, rou.A re r7 u= Ln + .

-- : , '

± ±~ ccr 4 .

= .44

- = _-c ,c ,. +. .,..t

'"'3==_7:u,:.-<

(L

- r': r rti.U& (I) .v = ( D-9'

.i -5- .... L e,

I . 3f, : . !, . :1 .I, = K I -i:

S . ... ..-.-.- -T'

" - = 2 ,6 ? *._-- - I-

= , fcA' . 7±

. - .'. . . .,: 4 4 : - .' . , _K ,'.--..- " , P = : = : ;~ F: r1 1t I,(I"_.

-- "->i l lii3 I l lm lm m l I l l I l il l

I7:.2 = 0i:2 ~ . - I., " .,,

" ' cJ = 1.34 +' XC$

=r:,mj F,.-rmu: e ,-!' - C H 14 c L:L ..cq T :

- 1-!, , -S'

= :00 = -- - = 26iE T

"2 = , r'.m u E!

- - - - - - -- 2I4 3 S,

-Cl = Ei: L +

:'"-e#i lure hei. hn* %',= ('

." "- ."=. :31 .='4j I ': . - "*.;

-= ,'r, =oDrmulJ ,:~ II , -- ' 2 = 0i~p : - '3.J. / ', )

: + 1 7 ' ": -= 1-i *:' '-: = !1 S4 4 7 ' ," ,- ..= *

F' 'cr, Rs'o rm,.ji_. , .,.: = '-'' 11,.+

-- . . .. 1 ? < t

-7- ,

- u r e he i, - .+. ?'tl'l"

• -+" ='+--" ++~~~ril -a'+--" ~~r 2 .

70 1 14e PE L _=..

...... ~~~~~~~~~~~ r 2 -- ;e++k e..t , :++

L7

.. ... .. h.- A-r-;

APPENDIX E

NATIONAL INVENTORY OF DAMS

Psq-'d f-Ift Fill '08t0. 0

6204

"a N

PA.'

-60,

SCA~ /AlfE

"I(I

ROA59w - CO-ol

\RAILROAD

EDI-~ BERB-

P- ,PRANN PO

SCAL IN Orr I ESNE STREA WATER mE PRJC

LIMETONE MAINE

SOI~I CONSERVATITON SERVIC

At ALA I 1 AE

-~~~ ME, 5A03E P~PSLAE

0 ~ ~ ~ ~ ~ ~ SS 313- A(A94411ERD .('618E410-"2

'5

/I. /'Ii/r /1Cu, a

/ 1/ \'~

ii> _

~,

FAP'r ,t RUIA!"i 1 'S

~~O ~ ~ ~ PC - , 4T9,4 - -05 0C T9 t4E - __ - -NE1 iT C~ 0 rO !

Mar57 ~- col or V,,,ure Alr tveg~, ~ M w'r ~ 5 #,Oz

-- w'- Er01e1 W- 61 05000 698

L7tr' -a La~p* I., 'tr.,fl, P otr9 ,.f00,r

dj.vr~o .coro op'. on : 5 ~ 9

ILTE St AutfoLI Dant 5gfor Tet P

H-I It 0

610 0

600 CorNSde c

A..tfe I

0 0 2.ft/

-~.a -L

LIMESTONE STREAM WATERSHED PROJECT80t1-, of Oo01.r cos- et'LOO -WATER P 1ARDItt( DANNO

DeetAaef.r 6 I NOYES BROOMMu dbp .rteESTOti. MaAINE

FILL PLACEMENT A SPILLWAY EXCAV.U S. D)EPARTMENT OF AGRICULTURE

SOIL CONSERVATION SERVICE

I~~ ~ 503E -3 *

F"t wC&3I7 omft Imo

B- 4

jvdpt - p'~A - --

SEC F/ION B-B Al ph.S:.a

'Vs' to .o/.

\ N d~a e'rPMP-.

PL AN OF DRAINAGF S)ISTEM SCTOl-

J/7 -VA7t rzy! b6rp i d

5101

2J 0 4 C -t

5 tof85 '

* - - ~tL ''fC~l A, PtCP

P-~,'pe, Sp/, t 5 f~ tf OV~tet -'n 4r [no Co

/.. OF 0,rZ- D~ ,(AOA

Ako-Peli"i:1lo

SE CTION -DQ 5__ 0_e/fi 0 SI/f

1-e

S2EcTIpN EE

,~ - - ' * I Max Nu~t And Washers /.O.

7"~N Long -

dfg

SMALL ANIMAL GUARD DETAILS

.,' Scoff

cCAT7'OW Ren,9@d M-Alkts J/69, Re,. d.n by f. 5ujw" S

/ Vj IPA -VrLIMESTONE

STREAM WATER SH D P CT

~ FLOOD- WATER RETARDING DAM NO 2NOYES BROOK

LIMESTONE. MAINE

DRAINAGE DETAILS

H4 7/ i' U. S. DEPARTMT OF AGRICULTURVo~ I '-- SOIL CONSERVATION SERVICE '

,E '39 ~ S*.. .. .. .. - -- - - -A .6 .. .. .

,---- - - - - --

o~ A L A..E.... ...

. .. . . . . .

B- 5

900

04. SO 0 20

.91

Pc 1 '.8.

LIZ,,

8 I

II J

PLAN VIEW

o 0 0 20

-- T

$Deo-. . C 52 40. 5Et. , 59', ., 6

C ,_ss -2-o A c~ .-c

5 P- -t A- 5. 'qll 400000 C0ome I',58

.9. 319~ '- -e d 9 lj 1C,

' 4 3

ALTERNATE '

PROFILE ALONG IL OF PRINCIPAL SPi I LWAY

P e.'.'o', 0-onE's. 582 40

.. . r .. . .'*~ S . .. . .'. . 0 0 0 4 ..0 0... 1 .' . ' 0 1 f 0, 0 0 ' . ." '

'60'S.0., "0.

A LT E RN AT E'

PROFILE ALONG it, OF PRINCIPAL _SPILLWAY

-662 2'

CONSTRUCTION DETAILS

1 30" -a.4 D.G 6.., Coni, wt., P.D.- SO- 10917 , 2 0- 0' Set,la, - 40 - l - l -00 A'

1) *.1'3 Fll Fo, 3" Wall

a 391 16-0" Stefoo, 44* -0" (Alternat e "ElII1) follrt For 10 Watt

f t5 11 2 ~ 2 LOSOSo Ao 0,06T10NLOGOS 19.425lbS Pr I-9 If 080 0ae n0 D9 .1 FTERNATE "A' 20' SECTION COLLAR LOCAT ION

30699 - - JOINT IITNE~ INVERT ELE C~olic, c ofm o,?'5 m~n 3Sods 0007,6 streghfor035 0000000ci FROM RISER Of rfa T Rose Wall *30 Condit-

non -P11: 1.11.6 D.P.) 3 9,23, It, poe 97 1- 1-~ 03 6 2 _ 3 5 2

6666 -0 J2 2 3 So'0 C -2 24 33 563 02UIA Sedge bovsno strength5 905 0 003 0700k .3 3 4-0 33 5606 k C 44 33 580683

pfesi7.,o. Ppet3 6. 944 Ibs pe (I J-4 1 60 33 7.507 C -4 64-33 560 63AW-0360 C-301 SS5 03 50 46; ICS. S 33 360 44

0"a 3' 0, 1 533 '6 M, a.o P1.1-1,. 4.0d 3'9 It- oS 56 29 -R-1t ca-o Opac 1 . 2033 S 380 09 --a."', Clso 4000 a6 14Q33 57990o

C - '5r~ Glod-1n 0 964285 %3

-: - - .-8 ALTERNATE "' 16' SECTIONS - COLLAR LOCATIONJOINT CR LE an- a

RU 0l -_FDURIEM Cals, "com Rise0 -N -3 - 9 33 - 36 ___ C- _ 4 33 36 y it

2J !2_ 56 095 C-3 44 33 38084.3-4 46 33 lS 3600

1- 66 33 56063

356 7 .-5 64 33J.-6 so5 .o 2 56 3 38043

3 3 580.5136 32 53 580ao20 -

.3-8 8 33 56001"

WAY-0 _4 0

GboD cleat 0 9375%

C49 2,907,n 09-0, pipe snttr 30 ,9 . . 06 nofl.- 0 length,3

and d0 not o03udo civets

356' LIMSTONE. STREAM WATERSHED PROJECT -

FL000-60676 RETARDING6 0DAM NO0 2NOYES BROOK(

LIMESTONSE . U004

PRINCIPAL SPILLW3y DETAILS t A

U. S. DEPARTMENT (IF AGRICULTURESOIL CONSERVATION SERVICE

SPILL WAY P7~ As043( *' .~ITE'

E r s13-C16--64

B- 6

Tl. .*pittnt I.n. 2-n-I 3',,. TPfrA-i..oklur13.ijQu ' 1 St. iS~kM ri-is f S- 45-i taaAi

it~~~~~~~~ IMt .'

......i.

...It-nI 'trig~~t 't

fi i40o.

0 ~fL .....jj 4- Stt fie' 'Ar f- i L1r~ sttI dn tn bu G

Y.~~~h II- tI r-

.ow(r 1r o ni., it 0 -~ I onif 51

I' IV 40 413 .f tno. gravel, [St o'bi... (6" o

It A -bniI.. %I bn. 4 it hc. Vooy p 0-ableo. Sot.~0.L-n. Thin -noi. GOT -t 10'. S.90. 23-1, Snc~.r'.,1otiop.

St'.

nOP. TP-i'. 9 ooAbtsnh 0' d. fro. f __to 26.90

W 0. t Tco .. l

I- 7 Clayey sndY grannI. Vallov b00r , 11.51-f.- (?,IAbo 35Z flne. 257. f. t, (tOO,

to, 1'*,:,- tpiI 357. f. tb C. gravel1. 57. cobble. (U14- )~n.').1., .. n~ . Deep. t. Inr -ge,ly

1. 15. cobl 1.., 7lgh, On y 5.-Oy Slt ,o-

t- f. 2lo r ..t

1"7 fin.. 0 f. 1o .. s.oo,. 45% 1.

k Of Stream) to o. gr'.o . Deep, Lono. Slightlypicniio. Motderate diinicy. Moderate,.

0 C..' at surface. iv01 11 permeable. Ont-ht.G-r.'. t,ot 57. lines. ((;d 3 clayey send grave. .muon bio.it1-gd' '.07 . t no. - n~ R' I. 06000 357. finn. 2117 f,. t o. so

L...fn.. SLghofy t07 f o k. gntol. 57.0-bb..,-1,1~~~~~~~~~~ -l itI Po. Onilna-no n bnnldira. Dtap. la .

.-h. mnod .. -fo P1... (c. .4o diil-ont. ion410.0 9(17 Ift-t. iL on not~ennol it. Ti ii.

'n~i Ofo. .,n od 14 At ll B.d rot k. brittle 16... AS")1

cy. %og- 1on pog-o.tiliy. tf n .-LO1 Em- So-y - Beck side of noAd on buhf level

'. " '*d "Intil f1'.1.1'"

1. i. gravel57,. o n.onoi '7

Weto.01,0. Hinrd. 11r5 Itk nl~cinoog O.- R,'..i

*aa ..r. 'T..i:,nrnn ;

fi gnn r_1 0%1 . tt to. el2 I c,0 lin d int 1. o g oon)

l>oth .. n.1 4 0 SL 40 l, 0 g.t) (c

oi -S .cl Yiol~rnn lOE

Toi.111. -1l~0, 16ot

-k -f-,cl c It . l

loon ,,,,ii -n Till.4

lot

h- Itd

07 . 11- C,, I t

- . !11- -Y.. od

I'- -. h L61~ . ihhO

7.'.~~~NO E nl)RO.. ci.R80iI',' an. I On-lot Ion..

in.~~~ES Pol ,lTnhc.

U. Si DEARMET FAGICLTR

no~tdncoSOIL CONERVTIO SERVInCE Ia.1 A.7 .to

.01~ ~ l-,I'n %h . oih

-3

1gbSC 31y 0mb.I I

BLO -7AE EADIInOMO

A,,391 N ATI ONAL PROGRAM FOR INSPECTION OF NON-FCDERAL DAMSNOES SROO DA9M TE 0. IUI CORPS OF ENGINEERS WAL TMAN

I 111 'lMA NEW ENGLAND DIV Sti 8 N,

-I(]OYSLmN E ST C A22

L6

wo W

MICROCOPY RESQTON TEST CHAR

N4ATIM. BURM OF STM~f-963-A

r.

a .

gj. t 4. 4104. 45 . tokmt. l,.n plinsi. Till.

4 - 10.1.11km . Aboet (0. to -. md. 33 I.

t. pa e1. 5% mbUGM. ,m~eIol ..lda.1.5 R tate .dIting. 51ple..80atlty. fill. My @AT-..

3 WS bowe. alW1O11

.1 .155 . 5mo. AMea.to (Cb4.W a % .ailst ". 111.

abimle) bowd. slily pleau~.

2012., V*.31% ON.

3.7 Re= -. ! Opbae. 4W

51.5 powesebility. t111 (Oteictad 66541..). F7 ~ ~ S7MaIfm (51) 11111JuLifr iii ttgie.

paetable. 06twe.4. fty bal4. smpk. -

165..1, 8*-S* AGo112.S. oie 4w;

c. 1"doot. ms .5451.. m w~~lbsdmi i 0__ - -_ - -b to 1 Dee..emhe. atmeb.t Pi*".

203.l.2'3'. WL Is - - ~ B2~Z3 f'

owA ioss lite (bsibm".. so 4.6. "ve"N if dutesi

vb6 I". 1-s 11 U1t. A60s. mf A. Abut. W*i Auten i Ught

rdlUb sistsitm

I."9 Cnsil" 49 ft

30*9 99.--5.11"

ON SIlty gamslis aw.i g.i t 9

- . - - BC~~ ~ CIsoy amls ado~ i.iySii.Nt "spay smis;WA1 gis~t sWftIL "I - U aIs silty. V. i" umm$ ifmy orila

*L c lasoftot oisplsiiy;ac@

ft Sass

*~ 6 :6 20 22 24 26 All test pass a. i so ismPC *V-EN' 6 066'. 06 OR, 554G. sod 1, pn i o ills @ft*.

COMPACTION CURVE To ShIMeplsolIoo6216FIELD SAMPLE NO1. 203.2 ts W217167. All tsti pit* 1011101 by

BOFATO Y CLA,SIFiCAT.CN &AP 1b 555om.5% 5N5.555541 toot pi.* wos ft9 wit a tEN 1.

mossd bWsoolle boa5iN. W-o U0.

llto ase &"do at15 S is to".

N. PE%0R -EN L of SECT

COMPACT/ON CURVEFELD SAMPLE NO Z03,33

~BOIRAT0' CL.A"SF .AT(,t - c

I ~LIMESTONE STRELAM WATISS PROJECT

U. L

OMPACT/ON CURVEFIELD SAMPLE NP40.L - _Z~f.~

.sSORATOrio CLAISFCT1 . -,S.Af s

r I I~lot TtTTI33PART I I NVENTORY OF bDnS IN THE UNITED STATES Pw "9vm NUAIR

(PURSUANT TO PUBLIC LAW 92-3671J -

3-- ,e.s id. kor mf.n -~o DAIN-CEE-17

LATITVN LeMOIIUIt REPORT (lATE

OVfINEFCATMU IR,

1131 1141

W~ICTIWIPOPULAR MNE INAME of IMPOUNENTJill 1161 1171 liii 1191 1301

TIIRIVER OR ITIN"A TDWSTREAM FRM PPLTOcry -at - VILLAEVA

LOCAIM I f-)RR 32 33 34 * 8

12l1 1221 1231 1241 1211 1261 1271 127A1 I 127F 1YEARULI IMPOUJNDING CAPACITIES cw

TYPE OF DAN jce - URPOE 43RA - maT DA .1pLeTR (1? 'JIMM 7ESTATISTICS , ,,z 4,1IR 1432*23 1 nISI *4 4 sol54I' II hs

m 4 4474

w- ~

4t

PART N - SWETORY Of DAMS W THE ITED STATE I P IJ B77

(PVR W9AIET TO PVDUC LAW 92-3671 J.mu mim 'm ,i i *j* .3-. ib...- for - - -0,Se -1

1291 1391 1311 1321 1331 1341 1351 1361 1171 1161 1391 1461 1411 1421 1431 1441 1451I IMLWAT POW CAPACITY NAWSSATION LoaCs

I CST vftI4 ofDALENSY NINE1 (CY) I SIALLID PF U I Lonown Iw o h S tgN VT4 L31 * N

(*5OT (o3 IU~ IOST VVY5 IEM of"lSTAT ISTKS fiffoI]"OwNN141B 447 64R4

1.1 111151 1

WXDATA A HEY RATOI MATNAC 1li

OWo 11 flm"ovm bP *Wtf km k I*W~A 5 .,7

1011 1541 151152

MISC. DATA DAY 1 00 1(C-uf,d2 )ttI a a s I 3 UI 4 £ s a o.21

_______ 154

RElg ,, 4 fl l i3 4 5C2 I'

III I iiWl mHl IAI-- i

ISO 41174A

M ~ V'' ~ -

PART M- INVENTORY OF DAVIS IN THE UNITED STATES Iu ISUPPLEMENTARY DATA

lwf E 0 tl NLUme Juic as ussIE1LOCATION Sol,* se

ED ID (Ep IED CEN FD 11-: UP (ED CDR IED CiDFLOW SS DAT vT a~ i * oo Irt AS" OUTL11 COUS4ITS loAREI I, IC I AS @I., An 00,61181 LKE FT USS.DRAINSAGp so~ I I I t : .. I sleL. SIZE CLE.

CHARACTER- 1 11t11,.,,,.SL

ID CIAL atC) C)t s cp m a e K Nmm va

PO E no all?3SSS tS S eS ~ I I 53t S CC S 1I IFIT Iff I*'ii IsJ~!~ Cr~if!rnufTlS SIFIfE ff f'rfl r11'~tDATA ,1t")I

p.TTM'~i I

PART M INVENTORY OF DAMS IN THE UNITED STATESSUPPLEMENTARY DATA

TON PRMT o STATE NUMBER F tER C NLOCATION !6111 s4ti.L11Iy 9' xSUL I

ORIAtFO AACREST ABU?. UAL RESERVOIR FLASHDRAINAGE AREA -m-g AV M.-A- ELEV. ELM STORAGE AREA bOARO II?

GENERAT ION UNITS - AVERAGE LAST REuINEO FRE AICTITALLED I LANNED ANNUAL GENERATION OEM YER OMR PCI

DATA3

811J 411114 $Joel-

'li

M INVENTORY OF DAMS IN THE UNITED STATES NMESUPPLEMENTARY DATA 061

N I D STATE:N:s::: I.4 C N USOS SHEET

MAE. 10 I LE t I LI STORAG 1 ARI 4SAD I sMil It SIZ CLEor I 2qJA434441 TY45 LIH I . 4* MAN0 ?24'43' ]

AV RAE lAST REUT.RBED ORESERVAOAITR FLS*ULErODIT NEAX. L E IO N EAR SE ACTAOARD HTSZE t

3249L.- -1 1t 1,0 I 1 ] 4 4, 9 IIC.F.. M.S. L M..L. C~t EETACRE FEl no,~4~,ISElk~PI3i3~1IIMU~I~u~0IIIIII44u44.I~4SI0, ~~sI"~seIIsI'sos ~i*4e'eSe'gsS~I PI4plr1to1tfh go i

0. S.

L.

33 PART I -INVENTORY OF DAMS IN THE UNITED STATES(PURSUANT TO PUBLIC LAW 92-367)

See reverse side lor instruciian.

1f21 131 141 151 (61 (71 181 191

DIVISION NAMEIDENTIFICATION 9 10 '1 i12;a 4IIIm; I fa,022 232 !27 a 293l13 33 BSll7U bI41 4 4 ~g470 B 9lNSiSg

N 01 , ff1131m

POPULAR NAME

IDENTIFICATION(Continuec a EU 4jS4L7!jjJlS5t S

[is] 1161 1171 18

I~IZRIVER ON STREAM NEAREST DOWNSTI I I 1 I1611n2I2112 1 171 CIVY - TOWN - VILOCATION L, BI4414 0 BIB BSS4 B1!2324*ela

1211 1221 1231 1241 1f251 1261 1271

YETAR NYSUAULI IMPOUNDING CAPACITIS

TYPE OF DAM com- PURPOSES IUA NIHY EIHT MAIMM ORA

1 PLT. J-t f. acr - f.STATISTICS JAI. 13II4~I~III.~t2324 4~2 IB B 1SSI4 B,

F 1231~~~~~~~~REMARKS ~.M: lBI4B1~

4

I F0 PPROVD IJ~IDENTITYIiS IN THE UNITED STATES FO APOVE NUMBER,.47 LAW 92-367) Of NO. ~ T~ 49-42

REQUIRIRTS cOTWNM SFNOL 1231 s1instructions. 1A0CmI p+ qo~II~I

191 [t01 fill 11211~LLATITUDE LONGITUDE IREPORT DATENAME (Notwfh) (W-1~)

1141

NAME OF IMPOUNDMENT

1181 1191 1201NEAREST DOWNSTREAM FROM POPULATION

TON-VILLAGE DAN7

1241 12S] 1261 1271 127A] 127F IS YDRULIC IMPOUNDING CAPACITIES cow 1 VNFCAIONEGTHEIGHT -- Iw.II 1' V IMAIMU NORMAL Se.DT .UME154~..L L II 3

RMAXIMSi 3 * II 6 S I I3*II factos~ ~ u a I.~ -*I 4 W S I 7 U S ~ O S I 2 I I 4 S SI 7 S ,I I ft.) N o'717

PART 11 INVENTORY OF DAMAS IN THE UNITED STATES

(PURSUANT TO PUBLIC LAW 92-367)

Se reverse aide for instructions.

1291 1301 5311 1321 1331 1341 1351 1361 1371 1381 1391 1401

SPILLWAY POWER CAPACITY NAY

z LENGTH l WIDTH MAXIMUM (c) ISTALLED PROPOSED LENGTH WIDTH LENGTHS (10) '.. 08) DISCHARGE (31"" (m) (,t) 01) 00l

STATISTICS a I. (cia)

1441 1471

OWNER ENGINEERING BY

MISC DATA 6 2101121131 1116107111 ansa a241aasoai1GZ7 344413 71 134 * 545 59

1491 1501 I15114VPO

r REGULATORY AGENCY)SDEDATAN CONSTRUCTION OPERATION

MISC. DATA A

(Continued) 10f~111 I415116171 I1 2322 2 131913233433S13157 !1 2 34iJ4 44 45112 .ISSI!4Sj7a

4fe40 0MorlhW j N 4474AM 1/

153 1541

INS CIO

INPCTO BYDTEAMISC.~ DAADY1 01Y

(Coninuog 1910111111*41SI61111014=~ll123142461212"43l~ilig415li i:- 5 ass 7 S

FORN APROED IENTITYIAM$S IN THE UNITED STATES ~ ~ NUMBERJBLIC LAW 92-367) OsiuWn NOo. sA42

fo ntcin.DAE14-CU-1? 0

;1 351 1361 1371 1331 [391 [401 (411 (421 1431 1441 14sf

POWER CAPACITY NAVIGATION4 LOCKS IDNUGN IT LAK'

131133439L 719 41 21431415 47 4614OI 5455 f5j75 4 50 7i 731734175 P67775

C mw~ H/ w H..

1501511~ 1321

REGULATORY AGENCY

CONSTRUCTIONOPRTOMANENC

443123 41S6316194 l2 47! 495 St 215354155 1 5 SI!L I 2 4 5 51-t 5 77 34 777 79

IS41 Is55IINSPECTION f

REMARKS

b013lI32!43*4I3SI3SI3I3SI14l 14*31444146147145145150151b25354155156157 5El~lS~l~~lS7O~lA71415 (490

-- q R

3~

, KmI,

DATE

FILMED

.r. T ,All 1:

naiiona notes brook engineers waltham ma new england div emm · 2014. 9. 27. · notes brook dam...

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