43 544 NATIONA PGA FOR ISPCTION OF N -FEKRRI MA /

POGUONOCK DAN (CT W2.. (U) CORPS OF ENGINEERS WTRMNEW ENGLAND DIV FEB 79UNCUlSSIFIED F/G 13/13

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UnPOQUONOCK RIVER BASINGROTON , CONNECTICUT

POQUONOCK DAM

III CT 00231

PHASE I INSPECTION REPORT1 NATIONAL DAM INSPECTION PROGRAM

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DEPARTMENT OF THE ARMYNEW ENGLAND DIVISION, CORPS OF ENGINEERS

WALTHAM , MASS. 02154

tt!I: I,~ . - 4 ,,LL

FEBRUARY, i97t4 0T ZS I 3i3

..

0 DEPARTMENT OF THE ARMYNEW ENGLAND DIVISION. CORPS OF ENGINEERS

424 TRAPELO ROAD

WALTHAM, MASSACHUSETTS 02154

REPLY TONEDEATTENTION OF:NEDED

Honorable Ella T. GrassoGovernor of the State of ConnecticutState CapitolHartford, Connecticut 06115

Dear Governor Grasso:

I am forwarding to you a copy of the Poquonock Dam Phase I Inspection.1 Report, which was prepare' under the National Program for Inspection ofNon-Federal Dams. This report is presented for your use and is basedupon a visual inspection, a review of the past performance and a brief

hydrological study of the dam. A brief assessment is included at thebeginning of the report. I have approved the report and support thefindings and recommendations described in Section 7 and ask that youkeep me informed of the actions taken to implement them. This follow-upaction is a vitally important part of this program.

A copy of this report has been forwarded to the Department of Environ-mental Protection, the cooperating agency for the State of Connecticut.In addition, a copy of the report has also been furnished the owner,

City of Groton, Department of Utilities, 295 Meridian Street, P.O. Box820, Groton, Connecticut 06340.

Copies of this report will be made available to the public, uponrequest, by this office under the Freedom of Information Act. In the

case of this report the release date will be thirty days from the date-I 1of this letter.

I wish to take this opportunity to thank you and the Department of

Environmental Protection for your cooperation in carrying out thisprogram.

Sincerely yours,

As stated Coonel, Corps of E.ngineers

I ir

4 UIII ASTFTE PSECURITY CLASSIFICATION OF TNIS PAGE (W#..1., ... &fe,.d

REPORT DOCUMENTATION PAGE READ INSTRUCTIONSBEFORE COMPLETING FORM

1. REPORT NUMBER 2a. GOVT ACCESSION NO. I RECIPIENT'S CATALOG NUMaER

CT 002314. TITLE land SubuIAeI) S. TYPE OF REPORT A PERIOO COVERED

Poquonock Dam INSPECTION REPORT

NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL s PERFOR.,IO ORG REPORT NUMBERflAMS _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

7. AUTNOR(a) 8. CONTRACT OR GRANT NUMBIER(o)

U.S. ARMY CORPS OF ENGINEERSNEW ENGLAND DIVISION

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT. TASKAREA & WORK UNIT NUMBERS

I I. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE

DEPT. OF THE ARMY, CORPS OF ENGINEERS February 1979NEW ENGLAND DIVISION, NEDED I,. NUMBER OF PAGES

424 TRAPELO ROAD, WALTHAM, MA. 02254 120I4. MONITORING AGENCY NAME A ADDRESS(It diteIeIne fIro Getm.JIM Ols..) 1S. SECURITY CLASS. (of thie report)

UNCLASSIFIED|Sa. DECL ASSI PIC ATION DOWNGRADING

SCHECDULE

I. DISTRIBUTION STATEMENT (at this RDpIe)

APPROVAL FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED

17. DISTRIBUTION STATEMENT (.5 ie abstract entered

In liecl 20. II dilgeel f9r m R oPO)

IS. SUPPLEMENTARY NOTES

Cover 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. KEY WORDS (Connurue e v ere* aede i Il nceaeam, and Ideatitp by bJecA RPI"b1er)

DAMS, INSPECTION, DAM SAFETY,

Poquonock River BasinGroton, Conn.

20 AOSTRACT (Cantwnue on reveree side It neceeary dad IgrnIDyy 610C1 ONUR bet)

Poquonock Reservoir Dam is a stonewall-earth structure about 285 ft. Jon, w"th

-i maximum height of about 12 ft. The maximum storage capc ity of thl, r,,,'srvoir to

top of dam is about 1,660 acre-ft. and the drainage arca is abtut I/ S mlaIt

The test flood inflow is 6,700 cfs. Based on storag,,e capalcitv, the dar is

(lassified as intermediate In size. Based on intermediate size and hish leizalrd

the test flood is PMF.

fo 0 1473 %O,Tio, or I Nov toi oott

POQUONOCK RESERVOIR DAM

CT 00231

0 0

Accession For

POQUONOCK RIVER BASIN NTIS GRA&I

GROTON, CONNECTICUT DTIC TABUnannounced EJustificatio

3 By__________

Distribution/

Availability Codes

Avail and/or

Dist Special

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM 0 0

.5 5

0

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NATIONAL DAM INSPECTION PROGRAMPHASE I INSPECTION REPORT

* 0

Identification No. CT 00231Name of Dam: Poquonock Reservoir DamTown: GrotonCounty and State: New London, ConnecticutStream: Great BrookDate of Inspection: 13 November 1978

BRIEF ASSESSMENT

Poquonock Reservoir Dam is a stonewall-earth structure about 285 ft. 0 0

long, with a maximum height of about 12 ft. It was constructed in1901 and is said to incorporate an earlier dam. The reservoirabove the dam serves as a head pond and equalizing storage facilityfor the City of Groton's water supply system.

A 90 ft. length of the masonry wall and embankment, which is 0 0

3.25 ft. lower than the remainder of the dam, serves as a spillway.The only operative outlet is the intake to the pumping plant adjacentto the dam.

The maximum storage capacity of the reservoir to top of dam isabout 1,660 acre-ft. and the drainage area is about 14 square miles. 0 •The reservoir is about 1.61 miles long with a surface of 184 acresat spillway crest elevation. Based on storage capacity, the dam isclassified as intermediate in size. Because a breach of the dammight cause damage to the water treatment and pumping plant, otherpublic utility facilities downstream of the dam, several commercialestablishments, a church and U.S. Route 1, the dam has been classifiedas having a significant hazard potential. Based on intermediate sizeand high hazard, the test flood is PMF.

The upstream slope of the embankment has become eroded by wave actionabove the present limits of riprap. There is also some embankmenterosion near the spillway inlet walls. Brush and marsh growth havebecome established both upstream of the spillway and in the downstreamchannel. Minor seepage is evident in several locations on the faceof the dam and at the end of the downstream riprap slope, whilemore serious leakage was noted through an abandoned filter and pumpingplant. Both the dam and its appurtenant structures are judged to bein generally good condition.

h 0 0

The test flood inflow is 6,700 cfs. Provided that the stoplogs werenot in place, the test flood would overtop the dam by about 2.5 ft.,the total outflow being about 5,800 cfs. The spillway is adequate topass an outflow corresponding to about 30 percent of the test flood;this figure would be lower with the stoplogs installed on the spillwaycrest.

Within one year after receipt of this Phase I Inspection Report,the owner, the City of Groton, should retain the services of aregistered professional engineer to make hydrologic and structural

investigations, and should implement the results. These studies should

cover: (1) the elevation of the swale east of the dam and itsimpact on flood outflows; (2) the structural stability of thedam under flood surcharge loadings; (3) the adequacy of existingoutlet facilities for emergency evacuation of the reservoir; 0(4) whether modifications to the dam and/or spillway arerequired to improve the ability of the facility to handle higherinflows; and (5) whether modifications are required to forestalla possible undermining of the downstream riprap slope.

The owner should also implement the following measures: (1) repair 0 0

erosion on the upstream slope and extend the riprap protection;(2) repair scoured areas of the embankment adjacent to the spillwayguide walls; (3) remove, growth from the downstream channel andthe area upstream of the spillway; (4) monitor once per monththe seepage through the face of the dam and the downstream riprapslope; (5) investigate the leakage through the abandoned pumping plant 0 0

and stop it if possible; monitor the leakage monthly; (6) developa formal surveillance and warning plan from the present informal plan;and (7) continue the present practice of having semi-annual technicalinspections.

Peter Frederick EsperProject M ager Vice President

OF OFt•

z BRIAN4SFREDERICK r"

DYO ESPER

No. 18 5 ~N o 83 9 9e0ts-Tv& &.

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This Phase I Inspection Report on Poquonock Damhas been reviewed by the undersigned Review Board members. In ouropinion, the reported findings, conclusions, and recommendations areconsistent with the Recortnended Guidelines for Safety Inspection ofDas, and with good engineering judgment and practice, and is herebysubmitted for approval.

JOSEPH A. MCELROY, 1-fBERFoundation & Katerials BranchEngineering Division

CIARNEY M. ERZIAN, = XERDesign BranchEngineering Division

JSEPH ,FINEGAN, JR., C 14AN. ief, Reservoir Control Ce - r.ater Control Branch

Engineering Division

APPROVAL RECOMMENDED:

ChiO EnB. FRYARChief, Engineering Division

. .. . ... . .. . * . . . . . . . . . . . . . . .. . . . . . h0.. . . I

PREFACE

This report is prepared under guidance contained in the RecommendedGuidelines for Safety Inspection of Dams, for Phase I Investigations.Copies of these guidelines may be obtained from the Office of Chiefof Engineers, Washington, D.C. 20314. The purpose of a Phase IInvestigation is to identify expeditiously those dams which may pose jhazards to human life or property. The assessment of the generalcondition of the dam is based upon available data and visual inspec-tions. Detailed investigation, and analyses involving topographicmapping, subsurface investigations, testing, and detailed computa-tional evaluations are beyond the scope of a Phase I investigation;however, the investigation is intended to identify any need for suchstudies.

In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditions atthe time of inspection alorig with data available to the inspectionteam. In cases where the reservoir was lowered or drained prior to 0inspection, such action, while improving the stability and safety ofthe dam, removes the normal load on the structure and may obscurecertain conditions which might otherwise be detectable if inspectedunder the normal operating environment of the structure.

It is important to note that the condition of a dam depends on numer- 0ous and constantly changing internal and external conditions, and isevolutionary in nature. It would be incorrect to assume that thepresent condition of the dam will continue to represent the conditionof the dam at some point in the future. Only through continued careand inspection can there be any chance that unsafe conditions bedetected. 0

Phase I inspections are not intended to provide detailed hydrologicand hydraulic analyses. In accordance with the established Guide-lines, the Spillway Test Flood is based on the estimated "ProbableMaximum Flood" for the region (greatest reasonably possible stormrunoff), or fractions thereof. Because of the magnitude and rarityof such a storm event, a finding that a spillway will not pass thetest flood should not be interpreted as necessarily posing a highlyinadequate condition. The test flood provides a measure of relativespillway capacity and serves as an aid in determining the need formore detailed hydrologic and hydraulic studies, considering the sizeof the dam, its general condition and the dowmstream damage p ppotential.

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TABLE OF CONTENTS

Page

NED LETTER OF TRANSMITTAL

BRIEF ASSESSMENT

REVIEW BOARD PAGE

PREFACE i

TABLE OF CONTENTS ii

OVERVIEW PHOTOS iv

LOCATION MAP v

PHASE I INSPECTION REPORT

SECTION 1 - PROJECT INFORMATION

1.1 General 11.2 Description of Project I 0 S1.3 Pertinent Data 5

SECTION 2 - ENGINEERING DATA

2.1 Design 92.2 Construction 9 0 0

2.3 Operation 92.4 Evaluation 9

SECTION 3 - VISUAL INSPECTION

3.1 Findings 11 0 *3.2 Evaluation 14

SECTION 4 - OPERATIONAL PROCEDURES

4.1 Procedures 15

4.2 Maintenance of Dam 154.3 Maintenance of Operating Facilities 15

4.4 Warning System 15

4.5 Evaluation 15

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Page

SECTION 5 - HYDRAULIC/HYDROLOGIC 0 0

5.1 Evaluation of Features 16

SECTION 6 - STRUCTURAL STABILITY

6.1 Evaluation of Structural Stability 23 •

SECTION 7 - ASSESSMENT, RECOMMENDATIONS &REMEDIAL MEASURES

7.1 Dam Assessment 257.2 Recommendations 26 0 07.3 Remedial Measures 26

7.4 Alternatives 27

APPENDICES

APPENDIX A - VISUAL INSPECTION CHECKLIST

APPENDIX B - PLANS, RECORDS & PAST INSPECTION REPORTS

APPENDIX C - SELECTED PHOTOGRAPHS

APPENDIX D - HYDROLOGIC & HYDRAULIC COMPUTATIONS

APPENDIX E - INFORMATION AS CONTAINED IN THENATIONAL INVENTORY OF DAMS

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POQUONOCK DAM 0

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Overview. from left abutment.0 0

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Overview from right abutment. 0 0 0

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PHASE I INSPECTION REPORT

POQUONOCK RESERVOIR DAM CT 00231 0 4

SECTION 1 - PROJECT INFORMATION

1.1 General 0 0

a. Authority

Public Law 92-367, August 8, 1972, authorized the Secretaryof the Army, through the Corps of Engineers, to initiate anational program of dam inspection throughout the United 0 0States. The New England Division of the Corps of Engineershas been assigned the responsibility of supervising theinspection of dams within the New England Region. LouisBerger & Associates, Inc. has been retained by the NewEngland Division to inspect and report on selected dams inthe State of Connecticut. Authorization and notice to 4 0proceed was issued to Louis Berger & Associates, Inc. undera letter of 27 October 1978 from Max B. Scheider, Colonel,Corps of Engineers. Contract No. DACW33-78-C-0371, JobChange No. 1, has been assigned by the Corps of Engineersfor this work.

* 0b. Purpose

1. Perform technical inspection and evaluation of non-Federal dams to identify conditions which threaten thepublic safety and thus permit correction in a timelymanner by non-Federal interests.

2. Encourage and assist the States to initiate quicklyeffective dam safety programs for non-Federal dams.

3. Update, verify and complete the National Inventory ofDams.

1.2 Description of Project

a. Location

Poquonock Reservoir Dam is located on Great Brook, immediatelyabove the Poquonock River estuary, in the Town of Groton in 5southeast Connecticut. Poquonock Reservoir used to be namedGroton Reservoir and at one time it was known as BoroughReservoir. The dam is situated in New London County north ofthe community of Poquonock Bridge, about 2 miles east of theCity of Groton on U.S. Route 1. The dam is located so thatits tailwater is only slightly above tidewater level. 0 0

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b. Description of Dam and Appurtenances

1. Dam

Poquonock Reservoir Dam is a 285 ft. long stonewall-earthdam structure with a maximum height of about 12 ft.above natural ground surface, built across the valleyat the junction of Great Brook and the Poquonock River.The ashlar masonry wall has a downstream face on a1 to 15 batter, a 2 ft. top width and a stepped upstreamface on a I to 4 batter. The height of the wall isabout 15.5 ft. and its bottom width is 6 ft. The ratioof bottom width to height is 0.39 to 1. An earth embank-ment is placed against the upstream face of the masonrywall, with a top width of about 12 ft. and an upstreamslope of about 2 to 1. Small stone riprap coversportions of the upstream slope. The upper portion ofthe upstream slope and the top of the embankment aresodded. Since no bedrock is evident in the area, itis assumed that the ashlar wall was placed entirelyon an earth base. The depth of the footing is about3 ft. below ground surface.

At the right end of the dam, the embankment turnsabout 70 degrees upstream for about 100 ft. to closeoff the low area on the left side of the reservoirbank. A paved area is provided to the right of this 6closure dike.

A sketch plan and cross section of the dam is delineatedon Figure 1, Sheet D-l, Appendix D.

2. Spillway

A 90 ft. length of the ashlar wall and embankment atthe left end of the dam is constructed about 3.25 ft.lower than the top of the remainder of the dam, to serveas a spillway. About 39.5 ft. of its 90 ft. length isoccupied by four pier blocks 16 in. high, between which _ 03 bays of 19 in. high stoplogs are normally installed.A walkway across the spillway width, supported on thepier blocks, provides access for installation andremoval of the three stoplogs. End retaining andguide walls are provided at each side of the spillway

* reach. The left wall measures 3'3" high above the 1 0spillway sill, while the right wall measures 3'5"above the sill. The footing depth of the walls intothe upstream embankment is not known.

* 2 S

The area downstream from the spillway section is paved

with large hand-laid riprap, for a distance of about

35 ft., which provides a relatively smooth, erosion-

resistant channel into the downstream riverbed. The S 0

level of the riprap at its junction with the vertical

wall is from I to 3 ft. below overflow sill level.Its level at the downstream end is about 11 ft. lower

than that of the overflow sill. Beyond the riprap,a scour channel has been eroded about 5 or 6 ft. deeper

than that at the end of the riprap. It is understood S S

that the present riprap was added in 1968 to replace a

rock-filled, wooden crib apron constructed at the toe

of the dam. It is not known how deep the original

channel was eroded at the base of the toe when the

riprap was placed, whether the erosion was backfilled

with earth or rock, or what the thickness of the

present riprap is.

A cross section of the spillway is delineated on Figure 1,

Sheet D-l, Appendix D.

3. Outlets

Except for the intakes into the pumping and filter plant,which are located to the right of the dam in the rightabutment, no other outlets are operative at the dam.An open 20 in. cast iron pipe projects through the down-stream face of the dam about 10 ft. below the top andabout 10 ft. to the right of the right spillway guidewall. There is, however, no evidence of a control hoiston the reservoir side to the right of the spillway wing-wall. It is conjectured that a control gate either still

exists at the inlet to the pipe, or that the gate hasbeen removed and the pipe blocked off with earth or S S

concrete.

A disused penstock intake structure is located at theupstream face of the dam, about 36 ft. left of theright end of the dam. Two penstock pipes lead from thisintake through the dam to two old partially dismantled 0 0

hydraulic turbines. These turbines are in an advancedstage of disrepair and the former pumping and filtrationplants at the site have been all but abandoned.A 12 in. dia. bypass pipe also leads from the intakestructure to the downstream channel. It was notascertained whether releases could be made through these S Spenstocks and the bypass pipe in the event of the needfor an emergency evacuation of the reservoir.

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c. Size Classification

Poquonock Reservoir Dam is about 12 ft. high, impoundingan estimated 900 acre-ft. to spillway crest level andabout 1,700 acre-ft. to the top of the dam. In accordancewith the size and capacity criteria given in RecommendedGuidelines for Safety Inspection of Dams, storage capacitygoverns and therefore the project is classified as 9intermediate in size.

d. Hazard Criteria

A breach failure of Poquonock Reservoir Dam or dike wouldrelease water down a 1,500 ft. reach of the Poquonock 0River upstream from the Boston Post Road U.S. Route 1crossing, and then into the Poquonock River estuary. TheFilter Plant, Sludge Pump Station, the Town of GrotonSewage Pump Station and other facilities of the GrotonDepartment of Utilities, several small commercialestablishments and a church near the Route 1 crossing, 0and the Route 1 highway bridge would be adversely affectedby a large outflow from the reservoir. Consequently,Poquonock Reservoir Dam has been classified as having asignificant hazard potential in accordance with theRecommended Guidelines for Safety Inspection of Dams.

e. Ownership

Poquonock Reservoir Dam is owned by the City of Groton,Department of Utilities.

f. Operator

Alfred C. Dion, Chief Engineer

Ronald G. Munro, Superintendent of Water Operations

Richard M. Stevens, Chief Operator, Filtration Plant

City of GrotonDepartment of Utilities295 Meridian Street, P.O. Box 820Groton, CT 06340

Telephone: (203) 445-8571

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g. Purpose of Dam

The reservoir created by Poquonock Reservoir Dam serves 0 0

as a head pond and equalizing storage facility for supplying

inflows into the pumping and filtering facilities for the

City of Groton's domestic water supply system. The PoquonockReservoir is operated in conjunction with other storage

facilities upstream, namely, the Smith Lake (previouslym Poquonock Lake) and Pohegnut Reservoirs on Hatching Brook 0

and the Buddington Pond, Ledyard and Morgan Pond Reservoirs

on Great Boook.

h. Design and Construction History

Except for a single plan of the proposed original dam, no 0information has been recovered regarding its design or

construction, but the records show it as having been builtin 1901. From appearances, the concrete cap at the

spillway sill and the pier blocks were not a part of the

original construction, but were added later, in all

probability to permit installing the stoplogs so as to 0

raise the reservoir level and reduce pumping head.

The heavy riprapping downstream from the spillway wasadded in 1968, presumably to fill an erosion pool

created by a washout of the original wooden crib apron..

It is not known when the use of the turbines and the

old pumping and filtration plant downstream from thedam was abandoned.

i. Normal Operational Procedure

The Poquonock Reservoir is operated in conjunction with

other water storage facilities by the Department ofUtilities personnel at the pumping and filter plant below

the damsite. The plant is manned around the clock.

There are formal documented operational procedures for

the reservoir. 0 0

1.3 Pertinent Data

a. Drainage Area

The total drainage area above Poquonock Dam is about 14.2 0 0square miles, being about 6 miles long and a maximum of

about 3 miles wide. Poquonock Reservoir occupies about1 miles of the basin length and is fed by the meetingof Hempstead and Great Brooks from the north, and Hatching

House Brook from the east. Storage reservoirs are sited

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upstream from Poquonock Reservoir on both the incomingstreams, namely: Morgan Pond, Ledyard and BuddingtonPond Reservoirs on Great Brook; and Pohegnut and Smith(Poquonock) Lake Reservoirs on Hatching House Brook.Sub-drainage areas to the various facilities are asfollows:

1. Above Morgan Pond Dam 3.80 sq. mi.2. Between Morgan Pond and Ledyard Dams 1.38 sq. mi.3. Great Brook below Ledyard Dam and above

Buddington Pond 3.29 sq. mi.4. Hempstead and Beaver Brooks above

Buddington Pond 2.83 sq. mi.5. Hatching House Brook above Pohegnut Dam 1.43 sq. mi.6. Great Brook above Poquonock Dam and below

Buddington Pond 1.43 sq. mi.

A sketch of the drainage area showing the location of thereservoirs and streams is illustrated on Sheet D-2,Appendix D.

The topography of the drainage basin is generally rollingto mountainous wooded terrain, with several swampy areasalong the Great Brook water course. The rim of the basinrises generally up to 200 ft. above the stream valley;Gungywamp Hill west of Thompson and Great Brooks risessteeply about 250 ft. above the valley floor. The 4longest unrestricted water course into the PoquonockReservoir is the Thompson-Great Brook stream, measuring4.6 miles, with an average slope of about 55 ft. permile.

b. Discharge at Damsite S

1. Outlet Works Conduits

As noted in Para. 1.2, no outlets are now operative atPoquonock Dam. Five low lift pumps are installed inthe pumping plant drawing water from the reservoir, 0with a normal capacity of about 11 to 12 mgd(17 to 18.5 cfs) and with a maximum capability of27 mgd (42 cfs) with all facilities operating.

2. Maximum Known Flood at Damsite

As noted in Section 5.1, the maximum flow recordedat the stream gaging station 800 ft. downstream fromthe dam was 464 cfs. on September 12, 1954.

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3. Spillway CapacitiesU 0 @

A spillway discharge curve has been prepared for thespillway as it presently exists. Separate and combined

curves for spillway and for dam overtoppings are shownon Figure 2, Sheet D-3, Appendix D. Computations areshown on Sheet D-4. Pertinent discharges are asfollows:

(a) Spillway capacity to top of dam - El 25.25- Stoplogs removed 1,160 cfs- Stoplogs in place 660 cfs

(b) Spillway capacity at test floodelevation - El 27.75- Stoplogs removed 3,075 cfs- Stoplogs in place 2,480 cfs

(c) Total project discharge at test floodelevation - El 27.75

- Stoplogs removed 5,800 cfs

c. Elevations (ft. above MSL)

1. Streambed at centerline of dam i0.0!2. Maximum tailwater - Unknown; may be affected by tidewater3. Upstream portal invert diversion tunnel - Not applicable4. Recreation pool - Not applicable5. Full flood control pool - Not applicable6. Spillway crest 22.007. Design surcharge - Not applicable8. Top of dam - Left portion 25.25

- Right portion 25.42

9. Test flood design surcharge 27.75

d. Reservoir

1. Length of maximum pool 8,500 ft.2. Length of recreational pool - Net applicable3. Length of flood control pool - Not applicable

e. Storage (acre-ft.)

1. Recreation pool - Not applicable2. Flood control pool - Not applicable3. Spillway crest pool - 900

Spillway crest piers - 1,160Spillway stoplogs - 1,210

4. Top of dam - 1,6605. Test flood pool - 2,490

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f. Reservoir Surface (acres)

1. Recreation pool - Not applicable 0

2. Flood control pool - Not applicable3. Spillway crest - 1844. Test flood pool - 2885. Top of dam - 243

g. Dam

1. Type - Stonewall-earth2. Length - 285 ft.3. Height - 12 ft.4. Top width - 14 ft.5. Side slopes - Upstream-2 horizontal to 1 vertical

Downstream- vertical6. Zoning - Downstream - ashlar masonry stone wall

Upstream - earth fill embankment7. Impervious core - None8. Cutoff - Unknown S9. Grout curtain - Unknown

10. Other - Nil

h. Diversion and Regulating Tunnel - None

i. Spillway S

1. Type - Overflow section through top of dam2. Length of weir - 90 ft. total, obstructed by 39.5 ft.

of 16 in. high pier blocks3. Crest elevation - Spillway sill - Elev. 22.00

Top of pier blocks - Elev. 23.33 S4. Stoplogs - 19 in. high installed on 50.5 ft. of spillway

crest length

5. Upstream channel - Through top of dam6. Downstream channel - Hand-placed riprap for distance of

35 ft. below dam.7. General - Nil _

j. Regulating Outlets

1. No outlets operative at dam2. Pumping plant withdrawal from reservoir. Five low lift

pumps with up to 42 cfs capacity.

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SECTION 2 - ENGINEERING DATA

2.1 Design

The dam is said to have been designed and built about 1901.The only plan of record recovered shows a proposed designprepared by Daboll and Crandall, Engineers, New London, CT. - 0This plan is on file with the City of Groton's Departmentof Utilities, Pocket 57, Folder 5, Plan 2. A copy isincluded in Appendix B.

In 1974 Metcalf and Eddy, Inc., Engineers, of Boston, MA,made a preliminary study and design of a scheme to enlarge the 0 0spillway and raise the dam, so that the facility could handlea flood inflow equal to that of a 1938 record storm, withoutan overtopping of the dam. A hydrological study, made by themin 1969 in this connection, used data from the record stormat a nearby drainage basin. The data was transposed to theGreat Brook basin area and runoffs were estimated on the basis 0 0of CSM values gleaned from the transposed area criteria.

This 1938 flood had an inflow estimated to be 30 percentof the test flood. Apparently, the proposed modificationswere never carried out. A copy of this study is available fromthe State of Conn. Dept. of Environmental Protection.

2.2 Construction

It is not known by whom the construction was carried out in

1901 or thereabouts.

2.3 Operation *

The facility is operated as a water supply storage andequalization reservoir by the City of Groton Department ofUtilities, in conjunction with their pumping and filtrationplant. There are formal operating procedures for the reservoir.

2.4 Evaluation 6

a. Availability

Insufficient information is available for an assessment to

be made of the safety of the dam. The basis of theinformation presented in this report is principally the 4 .visual observations of the inspection team.

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b. Adequacy

The lack of in-depth engineering data did not allow fora definitive review. Therefore, the adequacy of thisdam could not be assessed from the standpoint of reviewingdesign and construction data, but is based primarily onvisual inspection, past performance history and soundengineering judgment.

c. Validity

The validity of such engineering data as was acquiredis considered acceptable and is not challenged.

1 0

10

. . .. . .. . . - , i | . .. . . . S. .

0 0

SECTION 3 - VISUAL INSPECTION

3.1 Findings

a. General

The visual inspection of Poquonock Dam and Reservoir,and of the associated storage facilities upstream, took Splace on 13 November 1978. At that time the reservoirwas about 1 in. below the spillway crest level.

The facility is well tended by a staff from the adjoiningpumping and water treatment plant, with reasonably good

housekeeping on and near the dam insofar as vegetationcontrol, grass cutting and general routine maintenanceare concerned.

b. Dam

The alignment of the downstream face wall of the dam 0 0

appeared to be straight, and although the dam is slightlyhigher at the right of the spillway than at the left,there was no evidence of unequal settlement or subsidenceof the wall.

I From an examination of the ashlar wall forming the downstream 0face of the dam, both open and mortar-filled joints were noted(Appendix C, Photo No. 1). It could not be determined whetherthe wall was originally laid up with mortared or unmortaredjoints, whether it is of massive cemented masonry construction,or whether it is simply a "stonewall" facing with uncementedjoints, the latter having been common practice at the turn of Sthe century. Seepage through the ashlar wall was minimal, with

moist stone seeps in evidence in about four locations to theright of the spillway and along the face below the spillway(Appendix C, Photo No. 2).

In the area immediately downstream of the right end ofthe dam, the terrain was very marshy, with standing water

2 to 3 ft. deep in an ill-defined channel with no flow.

It is not known whether this marsh originated from seepsthrough the downstream wall of the dam or from some other

source.

The upstream slope of the embankment portion of the dam

showed local evidence of erosion owing to wave action,where the slope was insufficiently covered with riprap.Some runoff erosion near the spillway masonry walls has

11 *

II II I 0000 I I I I I I I I . . . . . . . . . . . . . .. . . . . . . . . 0.

occurred. Several muskrat burrows along the upstreamslope of the dam were noted, but the maintenance stafffelt that the once moderate infestation had been 0successfully eliminated.

The low dike extending upstream from the right end of thedam appeared to be stable, with the same deficienciesas noted at the main dam, such as erosion from wave actionand lack of adequate riprap on the reservoir side. 0

c. Appurtenant Structures

1. Spillway

The three stoplogs were in place at the time of theinspection, but the reservoir was below the sill of thecrest. The stoplogs are 16 ft. 4 in. long plankssupported in slots in the piers. The stoplogs can bereached from the walkway bridge across the spillway.Their removal can be effected from the walkwayby a "come-along" and fittings in the stoplog planksand in the walkway bridge (Appendix C. Pho~o Nos. 3 and 4).This walkway might tend to collect floating debris.

The area downstream from the spillway crest for a distanceof about 35 ft. was covered with hand-laid riprap,which it is understood was placed in 1968 to replacea rock crib apron at the foot of the ashlar wall.

The riprap stones were smoothly laid, some being up toabout 4 square ft.in area. The bedding for this riprapcould not be observed (Appendix C, Photo Nos. 5 and 6).

On the downstream face of the nearly vertical wall,below the concrete cap forming the spillway sill and •the top of the riprap, there were about six seep areas.In the past, the maintenance staff has introducedbentonite into the fissures along the upstream faceof the masonry wall to control this seepage. Jointshave also been caulked with a "Hydrotite" compound.

Seepage was also observed near the right, center andto the left of the lower end of the riprap channel,estimated to be flowing at about 0.3 gpm, 0.5 gpmand 0.1 gpm, respectively.

Immediately upstream from the spillway channel, 4upstream from the pier blocks and on the left side,minor growths of cattails and bullrushes were noted.

12

S m ,S = S , • 5 . .0i i I I0 0 0|. . . . . . .. . . I . . . . ... .

2. Outlets

A 20 in. dia. outlet pipe was observed extending throughIt the downstream wall about 10 ft. below the top of the

dam and about 10 ft. right of the right spillway wall.No inlet structure or gate stem was visible on theupstream side of the dam in this vicinity. It isreasoned that this was originally a low level outletwhich has deteriorated and has been abandoned.

The intake structure near the right end of the dam andthe penstock pipes extending through the dam to twopartially dismantled turbines also appeared to be indisuse, as was the old pumping station buildingimmediately downstream. A steady stream of water,estimated at about 5 gpm, was flowing from beneath abroken 12 in. dia. pipe on the right side of theabandoned effluent channel downstream from the turbineplatform. Inside the old pumping station building,audible sounds of running water below the floor werenoted, being most noticeable near some old valveslocated near the generator room.

Withdrawal from the reservoir is made through theintake to the pump house about 100 ft. upstream fromthe right end of the dam, where five pumps are housed.

d. Reservoir Area

A swale or saddle area about 250 ft. wide was noted about200 to 300 ft. left of the left end of the dam, whichappeared to have its low point about 2 ft. below the top ofthe dam. This could only be verified by means of a survey,which is outside the scope of this inspection.

The reservoir banks are gently sloping and appearstable. The reservoir area is continually patrolledand maintained as a water supply preserve.

e. Downstream Channel

As noted in Section 1.2, water released from PoquonockDam would flow into the estuary of the Poquonock River,a tidewater stream emptying into Long Island Sound.This estuary is crossed by U.S. Route I about 1,500 ft. belowthe dam and by the Penn Central Railroad about 1,500 ft. 5farther downstream.

13 5

0 0 S 0 0 S S S S S S S 0 0 S S 0 0

The waterway under the Route I bridge consists of twoarched openings, each of 10 ft. span and with about I6 ft. crown height above the water surface at the timeof the inspection. Watermarks on the piers indicated thatfor some high tides the crown height is reduced to about3.5 ft. The depth to river bottom was not ascertained.

The downstream channel between the dam and the highway Ibridge was rather heavily overgrown with vegetation and trees.

3.2 Evaluation

The visual inspection of the dam and its appurtenant structuresrevealed sufficient information to permit an assessment to be 0made of most of the features relating to the stability andintegrity of the structures. The Poquonock Reservoir Dam andappurtenant works are judged to be in generally good condition.

1 S

14 •S

SECTION 4 - OPERATIONAL PROCEDURES

4.1 Procedures

The Poquonock Reservoir Dam is operated by personnel of theGroton Department of Utilities, who are stationed around theclock at the filter plant and pumping station immediatelybelow the dam. There is a manual of operations for the 0system of reservoirs, of which Poquonock Reservoir is thelowest. Semi-annual inspections are being performed at this dam.

4.2 Maintenance of Dam

Routine maintenance, involving growth removal and generalhousekeeping, is carried out by city personnel as needed.Periodically, seepage through the masonry downstream face of

the dam is sealed off by means of Bentonite clay andproprietary compounds.

4.3 Maintenance of Operating Facilities

The only outlet through the dam known to be functioning isthe intake to the pumps. It was not ascertained whetherthe abandoned penstock intake to the old pumping station, nowin disuse, could be operated. The 20 in. dia. outlet pipethrough the dam is inoperable. The bridge with "come-along" 0for removal of spillway stoplogs is adequately maintained.

4.4 Warning System

No formal warning system is in effect at Poquonock ReservoirDam. An informal plan for emergency procedures, however, Sis known to key personnel, although not documented.

4.5 Evaluation

All existing outlets which could be utilized for evacuation ofthe reservoir in an emergency need putting into good working Sorder. A formal flood warning plan should be developed fromthe existing informal plan for emergencies.

15

SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 Evaluation of Features

a. General

M Poquonock Reservoir Dam is an 80 year old structure which Scombines a downstream ashlar stonewall and an upstreamearthen embankment. The dam impounds about 900 acre-ft.of storage to spillway crest level and an additional300 acre-ft. of controlled storage to the top of 19 in.high stoplogs which can be installed on the spillway crest.From spillway crest level to the top of the dam, the surcharge Scapacity for capturing flood inflows is about 760 acre-ft.of storage volume. The spillway capacity with the reservoirto the top of the dam and with the stoplogs removed isabout 1,200 cfs.

The drainage area above Poquonock Reservoir covers about14 square miles and contains several other reservoirs.For a major storm event, some of the runoff will becaptured and temporarily withheld in the upstream reservoirs,depending on how full they are at the beginning of the storm.The amount of runoff which is not held back by the upper

L storages will enter Poquonock Reservoir, where it willeither be stored in the surcharge space or passed overthe spillway and dam. To ascertain the flood magnitudewhich can be handled by the facility, flood hydrographsneed to be developed and flood routings made through thevarious storage facilities for a series of floods of

£ different magnitudes, to determine surcharge and outflowamounts at Poquonock Dam.

The general topographic characteristics of the basinare best described as rolling to mountainous terrain,for which the March 1978 Preliminary Guidance for EstimatingMaximum Probable Discharges (NED) gives a suggested CSMvalue for a 14 square mile drainage area of about 1,550to 1,850. On this basis, without specifically consideringupstream storage influences, peak inflow into PoquonockReservoir would be estimated as 20,000 to 25,000 cfs.It may be expected that a considerable reduction in thismagnitude of inflow would be effected by the upstreamretarding impoundments. Nevertheless, with a spillwaycapability of only 1,200 cfs, it is apparent that thePoquonock facilities would be adequate to handle only arelatively small flood event before the dam would be over-topped.

16

0 0 S 0 5 0 S S S S S S S S 0 S S

The more detailed analysis given below was therefore

performed to take into consideration more exact 0

runoff characteristics along the upstream water

courses, and the routing influences of the upstream

storages, as they affect the Poquonock Reservoir

inflow.

b. Design Data

No design data was recovered for this dam.

c. Experience Data

3h The maximum recorded flow at the stream gaging station 6800 ft. downstream from Poquonock Reservoir Dam, knownas "waste weir on Great Brook", was measured onSeptember 12, 1954 at 464 cfs. This was the result ofrainfall on the watershed on September 11, recorded as6.15 in. at the water treatment plant weather station.Other major storms occurred in Connecticut in 1936,1938 and 1955, but these were centered more inland or inwestern Connecticut and did not produce runoffs at Poquonockof the magnitude of those experienced in 1954 (Appendix B).

d. Visual Observations

No evidences to indicate possible high flows throughthe reservoir or in the downstream channel have been notedor recorded.

e. Test Flood Analysis

1. Drainage Areas

The 14.2 square mile basin drainage area abovePoquonock Reservoir was divided into six sub-areasfor the hydrologic and hydraulic analysis. A

* flood hydrograph was prepared for each sub-area and

flood routings were conducted where flows passed throughthe reservoirs sited on the streams. These sub-areas,noting locations, drainage area size, water course

lengths and stream slopes, and the sizes of the impound-ments, are noted in Section 1.3 and are delineated

0 and tabulated on Sheet D-2 in Appendix D. •

17 •

0

.... . . ..6 S S S S S .. ...

2. Reservoir Areas and Capacities

Poquonock Reservoir at spillway crest level isreported to impound about 300 mg. or about 900 acre-ft. 0For determining reservoir surcharge capacity, planimeteredareas were taken from contours delineated on the USGS2,000 ft. per in. quadrangle sheets. Area-capacitycurves for Poquonock Reservoir are shown on Figure 3,Sheet D-5. The computations for the area-capacities areshown on Sheet D-4. 0

For determining surcharge storages at the upstreamreservoirs for use in flood routings, areas wereplanimetered and storages computed in a similar manner.Morgan Pond Reservoir areas and capacities are shownon Sheet D-6; Ledyard Reservoir areas and capacities S

are shown on Sheet D-7; and Pohegnut Reservoir areasand capacities are shown on Sheet D-8.

3. Outflow Discharge Capacities

For use in the flood routings of the inflows throughthe various impoundments, discharges were computedthrough the spillways and over the tops of the damson the several reservoirs upstream. For Morgan PondDam these are shown on Sheet D-6; for Ledyard Dam onSheet D-7; and for Pohegnut Dam on Sheet D-8.

•04. Test Flood

Poquonock Reservoir Dam is about 12 ft. high and impoundsabout 1,700 acre-ft. to the top of the dam. As notedin Section 1.2c, it is therefore categorized as intermediatein size. As noted in Section 1.2d, the hazard potential 0is classified as significant. The Recommended Guidelinesfor Safety Inspection of Dams require that for hydraulicevaluation the dam adequacy be tested for a 0.5 PMF.

5. Precipitation Data

Precipitation data was obtained from HydrometeorologicalReport No. 33, which for the southern Connecticutarea approximates 24.7 in. of 6 hour point rainfallover a 10 square mile area. This value was reducedby 4 percent to aoply to a 14 square mile total area,and by an additional 19.5 percent to conform to the Sarea fit reduction criteria. The 6 hour rainfall wasdistributed into hour incremental periods as suggestedin COE Publication EC-lII0-2-1411. Infiltration lossesof 1 in. during the first hour and 0.2 in. during eachsucceeding hour were assumed. The net rainfall excesses

* for developing the runoff hydrographs are shown on •Sheet D-9, Appendix D.

18

* * • 0 S 0 5 S 0 0 0 0 6 6 S S S

0

6. Drainage Basin Criteria

In order to evaluate the sub-drainage basin

characteristics for lag and transport times, neededto develop the sub-basin hydrographs and upstream

reservoir outflow patterns, stream profiles wereplotted from the USGS quadrangle sheets. Theseprofiles are shown on Figure 4, Sheet D-10. 0

Stream lengths for each sub-basin were evaluated for

time-of-concentration, lag time and average flowvelocities. The resulting values are recorded on

Sheets D-11 and D-12. A weighted average equivalentflow velocity within the various basins is about0.9 ft. per sec. and transport velocity between 0sub-basins is about 1.1 ft. per sec.

7. Selected Unitgraph

The unitgraph used for developing the varioussub-basin inflow hydrographs is the curvilinear 0adaptation of a triangular unitgraph, shaped asdescribed in Design of Small Dams. These unitgraphsfor the variously adopted time-to-peak values

selected for the differing sub-basins are shownon Sheets D-13 and D-14.

8. Runoff Hydrographs and Flood Routings

Runoff hydrographs were prepared for each of thesub-areas selected, after which they were appropriatelyrouted through Morgan Pond, Ledyard and Pohegnut

Reservoirs, to form the inflow hydrograph intoPoquonock Reservoir. This inflow hydrograph was then

routed through Poquonock Reservoir to ascertain reservoir

outflows and surcharge storage encroachments.

Sub-basin hydrograph printouts and flood routings prepared

using the COE HEC-l computer program are shown on Sheets

* D-15 to D-89, incl. Sheets D-15 thru D-36 show the various

0.5 PM test flood runoff hydrographs and flood routings for

determining the inflow into Poquonock Reservoir. The peakinflow for the test flood is 6,683 cfs. Sheets D-37 and

D-38 show flood routing results at Poquonock Reservoir Dam.

SheetsD-40 thruD-64 are hydrographs and flood routings for

* a 0.2 PMF runoff. Sheets D-65 thru D-89 are hydrographs

and flood routings for a 0.1 PMF runoff.

19

. . . . . ., m m l l IN-- -- -- - - 40 . . . ... ,, i iii . . .

Flood routing results for the Poquonock Reservoir,as determined from the above calculations, are as

a Lfollows: M

Max.

Maximum Maximum Maximum Outflw Total 'DepthMaximum Outflow :Outflow Outflow Per Ft Volume !Of DamSurcharge From iThru Over Over Over Over-

Flood Elevation Reserv. Spillway Dam Dam Dam ?ToppingMagnitude MSL cfs cfs cfs cfs A-F ft

0.5 PMF 27.75 5,813 3,074 1 2,739 10.7 1,678 2.50.2 PMF 25.74 1,663 1,484 179 0.7 1 138 0.50.1 PMF 24.40 668 668 0 0 0 0

In calculating the outflow over the dam, it has beenassumed that the saddle to the left of the dam wouldnot be overtopped.

From the above, it can be seen that the dam will be 0overtopped for inflows in excess of about 0.15 PMF.On this basis, the dam and spillway are judged to beadequate to accommodate only about 30 percent of thetest flood.

It should be noted that, in the flood routings •through the Poquonock Reservoir Dam spillway, thespillway outflow conditions were assumed to be withthe stoplogs removed and with the reservoir storageat the sill of the spillway crest at the start of therouting. In the event that the stoplogs were in placeand the storage was within the surcharge space at the 0start of the flood, the facility would not be able tohandle the flood magnitude indicated.

f. Dam Failure Analysis

1. Spillway Adequacy 0

The spillway crest is considerably constrictedby the wide pier blocks. If they were to beremoved and replaced by thinner piers, spillwayoutflow capacity would be substantially increased.It is estimated that, if the existing blocks were 0replaced with about five one-foot-wide piers, with thereservoir to the top of the dam, the spillwaydischarge would increase by about 25 percent.

20 0

I - - -- - - - - - - - -SS.. . . ..

The riprapped slope downstream from the spillwaycrest appears adequate to accommodate a considerable 0overflow without being washed away. However, noanchoring protection appears to have been providedat the toe of the slope to forestall an undermining andsubsequent loss of the riprap from that cause. Thescouring velocities at the end of the riprap for higherspillway outflows are estimated to be up to 25 ft. per sec., 0which would undoubtedly cause a severe scour and theerosion of a deep hole at the end of the riprap. Oncethe riprap was undermined and washed away, erosionto the very toe of the downstream ashlar masonry wallcould occur. The wall could then be undermined, andthe integrity of the entire dam threatened, even though 0the dam might not be overtopped.

2. Breach Failure of Dam

A breach with the reservoir level at the top ofthe dam would release a flood wave to the valleydownstream. The rule of thumb criteriasuggested in the NED March 1978 Guideline Reportwould be applicable, assuming a trapezoidal gapwith a 50 ft. bottom width and 1.4 to 1 slopes,eroded to a 12 ft. depth measured from the top ofthe dam. The outflow through this gap would beapproximately 5,000 cfs., which when added to thespillway discharge of 1,000 cfs., will produce aflood flow of 6,000 cfs. in the downstreamchannel (see computations on Sheet D-90).

3. Downstream Channel

The conditions in the river channel downstream fromPoquonock Dam are discussed in Section 1.2d and 3.1e.If not already washed out by spillway outflows withsurcharge heads below the top of the dam, the U.S.Route I bridge would be expected to be overtopped andwashed away owing to a flood surge from a breach in the 0

dam. The Penn Central Railroad crossing over the PoquonockRiver would also be threateded. The filter plant,

2 0

21

0

1* 0 0 49 0 4P 0 0 0 0

* 0P

sludge pump station, sewage pump station and otherfacilities of the Groton Department of Utilities wouldbe within the affected area, with possible flood 4 edepths of about 5 ft. The church and several smallcommercial establishments in the vicinity of theRoute 1 bridge would also be similarly affected.

Delineated on Sheet D-91 in Appendix D is the areawhich could be flooded by a breach failure of the

dam (quad sheet graphic).

22

S S

SECTION 6 - STRUCTURAL STABILITY

I 0 @

6.1 Evaluation of Structural Stability

a. Visual Observations

The field investigations of the embankment revealedno significant displacement or distress which wouldwarrant the preparation of slope stability computationsbased on assumed soil properties and engineeringfactors.

Although the ashlar masonry wall joints appear to be 9 0mortared and the dam was probably built as a masonryretaining wall, it is by no means certain from visualobservations that this is the case. The wall may have

been laid up as a "stonewall" with open jointing. Theratio of base width to wall height as shown on the originaldesign drawing is only 0.38 to 1, which for a wall founded 0 0on earth would be unstable under hydrostatic loading.

Nevertheless, while the design is not necessarily in accordwith modern standards, the successful performancehistory since the turn of the century does indicate

[ that the design and construction were adequately 0 0performed.

b. Design and Construction Data

No design data appears to exist for this dam construction

in 1901, and the only plan of record is that by Dabolland Crandall, Engineers of New London, CT. The planindicates that the present configuration was superimposed

on an earlier dam, the key addition being the steppedmasonry wall and the upstream embankment. No informationon foundations, other than that on the 1901 plan, isavailable. It is not known with certainty whether thedam was built in accordance with this plan. •

c. Operating Records

Operating records are maintained by the City's UtilitiesDepartment personnel at the administration center of thefiltration plant complex, adjacent to the dam site. 0

23

S 0 0 0 S S 0 S 0 0 0 0 49 0 0 S

0

d. Post Construction Changes

Subsequent to the original construction, a newfiltration plant complex was constructed, and theoriginal facilities abandoned. It is understoodthat the heavy riprap on the spillway dischargeapron was placed in 1968, replacing a dislodgedrock crib apron. While neither of these changes •adversely affect dam stability, the persistent andfairly heavy leakage through the abandoned plantrequires attention (see Section 7).

e. Seismic Stability

The dam is located in Seismic Zone No. 1, and, inaccordance with Phase I guidelines, does not warrantseismic analysis.

I 5

24 0

S S S S S S S S S S • • S S S 5 5

* S

SECTION 7 - ASSESSMENT, RECOMMENDATIONS & REMEDIAL MEASURES

7.1 Dam Assessment

a. Condition

On the basis of the Phase I visual examination, thePoquonock Reservoir Dam appears to be in good conditionand functioning adequately. The deficiencies revealedindicate that additional investigations shouldbe undertaken and that some additional maintenance workis also needed. The spillway will only pass about 30 percentof the 0.5 PMF test flood without overtopping the dam.

The riprap on the upstream embankment face does notextend up into the area affected by wave action, whichhas resulted in erosion of the slope. There is also someembankment erosion near the spillway inlet walls.Excessive brush and marsh growth is found both upstreamof the spillway and in the downstream channel. There 0are several minor seepage locations through the face of themasonry dam and the downstream riprap, and some more seriousleakage through an abandoned treatment plant and pumpingstation. The only operative outlet from the reservoiris the intake to the pumps.

b. Adequacy of Information

The lack of in-depth engineering data did not allow for adefinitive review. Therefore, the adequacy of this damcould not be assessed from the standpoint of reviewingdesign and construction data, but is based primarily onvisual inspection, past performance history and soundengineering judgment.

c. Urgency

The recommendations and remedial measures enumerated below 0 S

should be implemented by the owner within one year afterreceipt of the Phase I Inspection Report.

d. Need for Additional Investigations

Additional investigations are required as recommendedin Para. 7.2.

25

. 0. . 0 0 I 0 0 0 V..... . . . . . .. .

7.2 Recommendations

It is recommended that the owner should retain the services of a

competent registered professional engineer to make investigations

and studies of the following, and if proved necessary, to design

appropriate remedial works:

1. Investigate the construction of the downstream masonry face- 0

wall and perform a structural stability analysis to determine

the safety of the dam under flood surcharge loadings.

2. Review spillway outlet channel flow conditions and determine

whether modifications are required to forestall a possible

undermining of the riprap slope.

3. Determine the elevation of the swale 200-300 ft. east of thedam and evaluate any impacts on flood outflows from thereservoir.

4. Review all previous studies for raising the dam and makingalterations to the spillway. Determine whether theability of the facility to handle higher inflows should

be improved.

5. Determine whether existing outlet facilities are adequate for

reservoir drawdown under emergency conditions.

7.3 Remedial Measures

a. Operating and Maintenance Procedures

1. The stoplogs on the spillway should be immediateivremoved and left removed until all the aboverecommendations and all other remedial measureshave been implemented. S

2. The erosion of the upstream embankment ;lr-e i--action should be repaired and protected Iv :-extended at least to the upper limits -) t:i r ,r !-i.

3. Scoured areas of the embankment dia nr . . 0walls should be repaired.

26

1 1 4 4 1 V P V S V V U U U S U U

7

4. Brush and marsh growth should be removed, both from the

downstream channel and from the area upstream of the

spillway.

5. Seepage through the face of the dam, and at the downstream

toe of the riprap slope below the spillway, should be moni-

tored once per month for changes in turbidity and volume.

6. The serviceability of all reservoir outlets now in disuse

should be checked and, if possible, they should be made

operable for emergency evacuation purposes.

7. The source and path of the leakage through and around the

abandoned filter plant and pumping station should be in-

vestigated and, if possible, the leakage should be stopped.

The leakage should be monitored for changes once per month.

8. The dam should be monitored monthly for new muskratburrows and steps taken to eliminate any infestationswhich may occur.

9. A formal surveillance and flood warning plan should bedeveloped from the present informal plan.

10. The current practice of having semi-annual technical in-spections of the dam and appurtenant works should be con-tinued.

7.4 Alternatives

The only appropriate alternative to these recommendations appearsto be to operate the reservoir at lower levels so as to providemore storage for extreme flood events.

0

. .. . I i I I i I I -

7* *

0@

* 0 4

* 0 4

APPENDIX A 0 0

VISUAL INSPECTION CHECKLIST

* S I

* * I

* 0 4

* S

* S I

* S S 0 0 5 5 S 0 0 0 S S 5 0 S S

VISUAL INSPECTIONL PHASE I

Identification No. 00231 Name of Dam: Poquonock Dam

Date of Inspection: 13 November 1978I0

Weather: partly cloudy Temperature: 450 F

Pool Elevation at Time of Inspection: 21.9

Tailwater Elevation at Time of Inspection: Variable (tidal)

INSPECTION PERSONNEL

Pasquale E. Corsetti Louis Berger & Associates, Inc. Acting ProjectManager 0

Carl J. Hoffman Louis Berger & Associates, Inc. Hydraulics,

Structures

Thomas C. Chapter Louis Berger & Associates, Inc. Hydrology,Soils 0

James H. Reynolds Goldberg Zoino Dunnicliff & SoilsAssoc., Inc.

OWNER'S REPRESENTATIVE 0 4

Ronald Munro Superintendent of Operations, City of GrotonWater & Pollution Control,Dept. of Utilities

George Merceron Reservoir Patrolman City of Groton

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APPENDIX B

PLANS, RECORDS & PAST INSPECTION REPORTS

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Date: October 23, 1978

City of Groton 6Department of UtilitiesReference Plan Number

Pocket 57

DA S, DI, S, AND EFANI.CNTS OUESTIONNAIRE Folder 5Plan 2

Insured: The City- of Croton2 Department of Utilities

295 Meridian Street, P. 0. Box 820

Groton, Connecticut 06340

Name of Dam: Poquonnock Reservoir Dam

Location of Dam: To,-n of Groton, Connecticut

THE DAM OP. STRUCTURE 0

I. By whom designed Only Plan of Record (Prooosed olan done by Daboll and CrandallEngineers, New London, Connecticut)

2. By whom constructed Unknown

3. Year constructed 1901 0 0

4. T)pe:

(a) Earth with or without riprap facing

(b) Earth with concrete core wall (with or without riprap facing)

(c) Concrete

(d) Ot!cr Mortar rubble face with inwervious backing

5. Size:

(a) Length 350 feet

(b) Height 15 feet

(c) Width at base 25 feet

(d) width at top 10 feet

6. An.ch.r a e:

(a) tixj are ..iings of dam secured (built into rock ledge, earth hillside,

etc. )Built into earth hillside

'b) 7)-ndition unkr dani (fonde-i on rock, earth, width, etc.)

Founded on earth

* S II0 il9 I i i i i Si . .

-2-

0 S

7. Water Impounded:

(a) Area 139 acres or 0.22 square mile

(b) Average depth 15 feet

(c) Depth at spillway 2 feet

m (d) Depth at dam 15.5 feet

(e) Water supply:

1. River

2. Spring ___

3. Other Great Brook watershed - approximately 15.4 square miles

(f) Length of time to refill Varies with seasonal precipitation

i-. Approximate area of water used Usable storage capacity - 300 million

gallons or 921 acre-feet 0

(g) What is the water used for Public water supply reservoir

8. Control:-

(a) Gates: None. Removable flashboards only. 0

I. Size Three (3) flashboards 19 inches by 16 feet four inches

2. Number Three (3)

3. Location with respect to bottom of dam Spillway elevation - 22.00 0

mean sea level; Top of flashboards - 23.60 mean sea level

(b) Diversion tjnnels: None 0 0

1. Number N/A

2. Size N/A

(c) Spillway: 5

1. Size 90 feet

* S S 0 0 5 0 0 0 0 0 0 0 0 0 S S

-3-

* 0

2. Elevation with top of dam Spillway elevation: 22.00 mean low

water; Dam elevation: 25.50 mean low water.

CONDITION

I. Maintenance, inspection, and operation Semi-annual inspections conducted.

Preventive maintenance performed as required. •

2. Erosion or deterioration of dam structure None

3. Seepage through dam Yes.

(a) Give location and approximate amount Various locations. Avpears to

be minimal.reservoir

4. Use made of property bordering -ahe area Watershed Protection Utility

Storage Yard, Water and Electric Oerations Buildings, and Water Treatment

Low Lift Intake Pump Station.(a) How affected by lowering of water level Water supply intake located

on 'this reservoir.

PUBLIC EXPOSURE AT DAM SITE

1. Road across dam No

2. Is public allowed access to dam No

3. Is supervision maintained full time Daily reservoir patrols maintained

CONITIONS DOWN STREAM FROM DAM

1. Slope of land from base of dam down stream 50 horizontal to I vertical

2. Give width of valley or gorge below dam 120 feet

3. Does spillway discharge into this valley, gorge, or river bed River bed

-4-

4. Number of bridges that might be affected by flood conditions should dam

rupture One (IM

(a) Cive size and stability of structure: 0

Route 1 highway bridge over Poquonnock River.Span: 27 feet; clearance height: 6 feet.Concrete encased steel I-beams with twin stone rubble masonryarches.

5. Buildings and structures that would be affected by dam failure (power plants,piers, etc.):

Filter Plant Sludge Pump Station and Town of Groton SewagePump Station

3 0 0

-5-

6. Dams, weirs, and flood gates in stream bed which might be affected by dam

failure:

(a) Size

(b) Distance from dam in question

Poquonnock Reservoir Dam weir

(a) Size: 22 feet.

* (b) Distance from dam in question: 0.05 mile.

3 0

0 0 0 0 0 0 0 0 0* 0

* 5 5

ovr~uvkjn -- UM)IVN UI 1 -

WEATHER t--,WATER SUPPLY DATA

OBSERVATIONS ATWATER, TREATMENT PLANT(EXCEPT AS NOTED) MON~T11 OFP j9

~5 AIR BAROM'T6R, PRECIPITATIO?( 0A ORA BROOK~~ EEATo~-wTPTIMPERATUR4 INC/ItS OF WIN4 -I/( B ,r~ SR ACE1A3 C.'

DF06. f IMCURY t Iff1ET.- WA 7CR .,10/NM MEAM L0W WATER

NINI LOW 7:00.4X 7-*C0P~~ff. /2:00 NON6qi lyw I:0 :00 4:00 50 R 0 1f 6hr 1 5(17#/TH~ 116I OW 7:~Af .LOeM /200MON /~/4 ~MID. A. Ar PMb. RE~rtqOIl :141(

T L. 3,1~.11 zw__ u4 C4 0 __80-06486Z-56 S9 5 - 2 2. 57 12L4.72291 52 30.16 30.10 69-SE C'Ale r 0 ___9281M qc936 92623.14 -L.fL6

1382 0'x -30-7 3 0D 82 3ECloudy .0 1--6992 134640 +4763, 23.143 24.~

4. 94 60 13K.18 30.Z4 '5 N74-1'a 0 t75630 135616 19 5Z34 23.55 0 45___ 91__ 5513-1.301 ,74 , ' 0 1193330 185616 175&Q' 23.55____

97 161 .1 3.20 62 U!NI' 'Ie-r 0 l76.iO 1756-0 147(0J' 21.rl 4. j27_8_10 _3.2 3-0.08 74 SSS* :loudy .46 156528 1565Z3 13ZU6 .3.44

g8 97 1 30.74 4 S. :loudy .36 2592 .147630 1333s6 .13.14 f4.6

1_ 9 1 8 15 133.19 33.26 78,NN ' oudy 0 156528 17600 134.5.143 23.41~ t6 3 12530.10 NE luy 0 131 .. 1;6233 11J4640 43.35 ~h5

12 83 46 133.14 30.23 60 i ler 0 0J ,O &..:

1 3 78 /43 3z0 143 30.34 63 0.90.7 =,7777077

5F4 32- 50 310. 27 3).-35 77 ~Sd'A loudy .88 -73744k -'53291T i *, J 7321 0

15 65 15 3 .44 30- 3~; od .2118~88 1092240 23.12 Z.13

L/6 61. 51 30.4.1 1J.27 75 --'E C-loudy .94 U1162819736M112J 33

K 63 52 33.2019 30.18 80 1 I C 10u dy .03 12823'zz 139216L18201'! 23.148 .

*'8 73 4 8 3.33.14 73 ClOu-dy 0 1802-1 '.17'0 1'617cq' 201

19~ 6). 54 30.09 29.79 715 -'E Ccud) o33 - 17c--Si1153072 C LiI 0--

20 76 53 20.78 Z9.77 15 SZECloudy .16 141713 "E', 83;140238- ;3.25 2-

21 8i. 43 29. 0 129.77 71 -0' cloudy .04 ___13713E4134378- 14.3 2 23.17

rz7q i52 29.75 29.91 62 ltlw f C. r T _ _1232222 3..02314 23. £

Z3_ 76[JL4 301 130. 17 62 Sll !:C**,I- 0 12/142l2935 4-

1I 24 6 ,1 33.33 30 ---8 62 I'l,' lCle: r 0 __ 97.31::2 173152 4' 3' 04 3-0.25 29.97 71 Z-SE;C1oud- 0 4430&;2 9521 50J54L1-" Tt___

I2S 88 49 1 30. .0 29.87 71 {SUWK'Iu .141. _ 514.656 5336'-64 5336611 23.140 1- __

27 6 4.4 29.91 -3.02 62 -.N~i C4.S-U 0 ___ 5376 551376, 722-43.123298 7 44 3 0.-03 30.2 6 177 "SW'jClear 0 72230-4i 699W4 6'32 7 3S4

29 al 54 30-33 30.35 60 -"Er6len 0 984 37 6 T 3. 23 .73

83 62 30.37 362 6 SSE Cloudy 0 5726 3 57 - 7-. , 23.140

[4a-___ 8.4. 'r'. '.4 cu. .; ,107. m 5 5

R ) AtqX Ch n e d to E.S.T. -

Se-;t.l1 Wiinds of aurrie:ne iorce a*nd Torrentl,%l r,-ins

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IN,~

WEATHER t-_sWATER SUPPLY DATA

OBSERVATIONS ATWATER TREATMENT PLANT(EXCEPT AS NOTED) MONTH OF..':.-u~t .1955

~ AIR BAROMETER, ! FLOW PAST WASTE WER ELE',,.'ONFYW1ATERTEMPER4TURE INCMES OF WINO .S/(Y PRECIPITA71O/1 , ON OREAT 5ROOK.

". IWII'/DE5 HUNDR5DS OF C/a'1C SURFACE IA5E ONDEO. f MERCURY FcFT.-WATCH 810/N/Mo EAN ZOA( W, TE,

/Z:00 .:00 4:00 50RO111 SE'T/N /l LON 7:00A. 7'00P9M /2:00 MOON L/qUID S//OW mI. A if P REStR /,A ZAKE •

I 9L 70 30.17 130.02 7 "-: Clear 0 _ 2% S09,2-,7,'.24 -3.72 I02 64 2-.97 .9 739P.7 Clenr .Ch !?2.1763."72 2.1761z.123 c.3 62 30.09 130.11 !.- 2 -" 7 Clenr 0 _ 22,176 02 5C,

4 90 66 30.17 30.13 79 1SC Cloudy 0 P0O,502 O,'o2,2____nS5 100 70 30.11 30.00 n0 r" C1epr 0 L,2P6N .5n2V ,0 ' ',7 3.90

6 9P. 70 30.0 130.14 6q Sr Clenr 0 mgC29f)?C-,92 l,0C C.667 r9 72 30.03 2'l.7 !Th. SF Cloudy .16 c_ , 2c,1 8 .2C IR_6

8 P3 c6 3 C.03 Iq 70 77 Cloudy .eI '.52c6?L,26 ,6 , ,9 22 50 3C.3' 13 .37 5? IE C1 nr 0 2 n.6q,2nf- l, ")h

F0 -" 71T 1.4 3.,.T23 I 7-- Cloudy 0 - 000 ,-G,216 0 OI.5 9 3-*Q

61192 0.13 3J.Cb 7 lSSE"Cloud-y .35 L ,OO ,296[, 2'6 .52

3 2 70 ?0.01 30.12 O. TS Cloudy .12 ,7.6C00-.,26 0.26J.7114 90 73 C.29 .31 t'7 S:E )Clo+7 .01 n,256. 7 , 60. C, __ ,-4 91 72 0.32 0.19 57 SSC7 Cloudy 0 57,60C62,7c42,7 C.96,.17/ 472 5.1 0.10 S Caer 0 __2,7 465,52C5,52C!.2 _

17 92 74 C.1 0.16 14 S9 Cloudy .02 ,127-, ,-,16 ,CI6.3 1[,,08 50 73 9.o. 7.98 ,T" E Cloudy 1.18 ",016-'U, C1(K3,C' -1 L _

1L9 W 76 ;.a0 3 ZE Drlzzl 1.13 3,-4,7162,6 02 3 -,1.66 2'. 2

20 106 61. _ . 0 2 .90 !3 SW Clear 0 3,0 ?6,2561-.<6r1. 6 22/ 1C7 67 -95 1-".92 76 s3 Clcqr 0 _ "256H.936',,' 22.20 _

.71 2:.97 2P6 69 s.... Clear 0 6,:'0C7 .936",C22.hO 2j'.I

6'-' Z3 C .9 3 M, cudy .61 .'N IC5, 3c2 22.L6 I4 %w7 30.09 C.2 69 ' 'F Cloudy 0 _ 3,3c2.,936 19,-36:. 2L.1.

25 90 1 7 30.-31 130'.2-1, 6 5J7-1 .? .cudy 0 6 ,93 L) '~.2 __

2d 96 50 30.20 3C.C4 69 Sf7 Clenr 0 .2,cl>O,1VC ,I 2 2.,0 2h.C9

27 r, 60 2c.c6 2:-. C ' 2 N" 7, Cloudy .42___2 C6,iC', ?X ___

777 7370 I0 3-.1 5 T 7- 77 Clear 0 1, '" ' ...461:

3o 3 31 -D 7 2.- 96 74's,:; Cloudy 0 $56", ,31, 7 9.019 30. 02l S", Cloudy .12 , ,66, 56.227- 6

TOT1- .. _ otnl ru.?t. -or n"_th _

m"Y1, I AREMARK5.

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APPENDIX C

* SSELECTED PHOTOGFXPHS

S S

S S

* S

* S

* S

S S S 5 5 5 S S S S 5 5 5 S S S S

GpOTO IQ*

Purmp RE SER'/ O I ;

Abcandon ed plv/9

) itrAshlar Masorcr .)

N RantDarn

LOUIS BERGER a ASSOC.,INC I L.S.ARMY ENGINEER DIV. NEW ENGLAND'

Appentdix WELL.ESLEY, MASS. CORPS OF ENGINEERS

P~-~'1~NATIONAL PROGRAM OF INSPECTION OF NON-FED. DAMS

O~Jr-ve~iPOQUONOCK DAMSKETCH PLAN SHOWING LOCATION &k

ORIENTATION OF PHOTOS

STATE-CT.I ISCALE

DATE

POQUONOCK DAM

* 0

0 0

1. Downstream face of dam right of spillway.

0@

Seepage between concrete spillway sill andmasonry.

* S I

POQUONOCK DAN

S S I

* S S I

* 0 4

* S I

3. Downstream face of dam and spiliway.

a S 0 I

* S S I

* S I

t1*Iz ~J.- S S I

4. Part of spiliway and downstream r~prap.

* S 4

* S S 5 5 5 5 5 5 5 5 5 S S S S S S

POQUONOCK DAN

5.Riprap downstream from spillway.

Sillwav downstream channel.

APPENDIX D 0 0

HYDROLOGIC & HYDRAULIC COMPUTATIONS

U 00

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Y._ ... - AT- LOUIS BERGER & ASSOCIATES INC. SHEET NO.,ZL.- ___OF.-CHKD. BY ----- DATE ------------- -'6 ' i ,.s - .- e/V/V 7 2. /-

SUBJECT77 -------------- -------- PROJECT ---------------- -- - - - - - -S - - - -

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LO I BERGE 4

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-5-ESEY MASS CORP OF ENGINEERS- ; ,

ARCHIECTLENQ MAS. CRPSOF NGIEFR

,.NATIONAL PROGRAM OF INSPECTION OF NON-FED. DAMS

~ POQUONOCK DAMDRAINAGE AREA AND AREA

OF POTENTIAL FLOODING

STATE - (-T.

0 0

APPENDIX E

INFORMATION AS CONTAINED IN THENATIONAL INVENTORY OF DAMS

F- S S

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