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NATI ONAL DAM SAFET Y PROGR Am. LAKE LENAPE DA M (NJO0019) DELAWAR--ETC(U)MAR 81 P YU DACW61-79-C-0011

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LAKE LENAPE DAM

PHASE 1 INSPECTION REPORTNAiONAL DAM SAFET y. PROGRAM.

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'4 DEPARTMENT OF THE ARMYPhiladelphia DistrictCorps oF Engineers

Philadel 'a, Pennsylvania

U ~--------------------------------- --------- sem04 .8 i

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SECURITY CLASSIFICATION OF THIS PAGE (When VMS Ente,.d.

REPORT DOCUMENTATION PAGE BEFORE COMPLT!YEG hi. REPORT NUMBER 2 OTACCESSION NO: S. RECIPIIENTS1 CATALOG HUMS

DAEN/NAP-53842/NJOO19-81/03 V64. TITLE (ad SSUII.o) S. TYPE OF REPORT & PERIOD COIRED

Phase I Inspection Report 'National Darn Safety Program FINALALake Lenape Dam, NJOO0l9 6. PERFORMING ORO. REPORT MUNESussez County, NJ

7. AUTHOR(e) A.CONTRACT OR1 GRANT NUMBER(.)

Yu, Peter Dc~-9C01

9. PERFORMING ORGANI1ZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASW

Langan Engineering Assoc. Inc. AE OKUI U§R

990 Clifton Ave.Clifton, NJ 07013

11. CONTROLLING OFFIC N AMEF AND ADORE 12. REPORT DATENJ Department o Envlronmentaj. Protection March, 1981Division of Water Resources ______________

P.O. Box CN029 12. NUmISER OF PAGES

Trenton, NJ 08625 55IC. MONITORING AGENCY NAMES &ADDREUS(If Ifftbm irmm Cm..t,.tgg OHIO.) 15. SECURITY CLASS. (of dde top"QU.S. Army Engineer District, PhiladelphiaCustom House, 2d & Chestnut Streets UnclassifiedPhiladelphia, PA 19106 I5.. DECk.ASSIFICATIONIDOWNGRADIN@

ill. OISTRISUTION STATEMENT (of Ohio *.p~t)

Approved for public release; distribution unlimited.

17. OISTRiOUTION STATEMENT (of Me .beirsot enfa*~ In Sleek ". li 11fftg J000 XAwi)

III. SUPPLEMENTARY NOTES

Copies are obtainable from National Technical Information Service,Springfield, Virginia 22131.

19. KEY WORDS (Coair""u an reveide 11180eemy OW Iduntity' by Week amS)

Dams National Dam Safety Program SpillwaysEmbankments Lake Leriape Damn, NJVisual Inspection Tar Hill Brook, NJStructural Analysis Sussec County, NJ

2&i AWTmACr (Cloello doem. o, N #0m.. d dwft AV SWeak ANININIMThis report cites results of a technical investigation as to the dam's adequacy.The inspection and evaluation of the dam is as prescribed by the National DamInspection Act, Public Law 92-367. The technical investigation includes visualinspection, review of available design and construction records, and preliminary

* structural and hydraulic and hydrologic calculations, as applicable. Anassessment of the dam's general condition is Included in the report.

DD W,13 EWVIon @U INOV05I O6QOL2TE

SaCURITY CLASSIFICATION OFP TIS PAGE (WAR. DO&e 8"weod

DEPARTMENT OF THE ARMYPHILADELPHIA DISTRICT. CORPS OF ENGINEERS

CUSTOM HOUSE-2 D & CHESTNUT STREETS

PHILADELPHIA. PENNSYLVANIA 19106

IN FI9PLY ft9FKR TO

NAPEN-N

Honorable Brendan 1. Byrne S'MAY &IGovernor of New JerseyTrenton, New Jersey 08621

Dear Governor Byrne:

Incln.;ed is tie Pha:;o I Inspection R,.pcrt for Lake Lenape Dair in SussexCounty, New Jersey wuich has been prepared under authorization of the DataInspection Act, Public Law 92-367. 1 brief assessment of the dam's

eondition is giVwn in 0102 frott of the report.

Vased on v i3u:n, i i ,pection, availablt rec)r:ds, calculations and pastope ational e.eri(,1iirc1 t', Lake t.ni'pc Dan,, a nigh hazard potential structure,is judged to be 1: fair oN-era'll Londicion. 'lhe spillway is consideredseriously illadequ,.,aLe since a 'Aow, equivalent to seven percent of the

Probable Mixi,;;( I tiood (PMF) Woild cL-ase tht: clam to be overtoppeo. lineseriously inadequite spilIway is assessedi as an UNSAFE, non-emergencycondition, until more detaileo studies prove otherwise or corrective

measures are completed. '[1e classitication of UNSAFE applied to a databecause of a serioust) inadequate spillway is not meant to indicate the samedegree oh emerg,,ncv as would he associated with an UNSAFE classificationappliei fto a structural deficiency. It does mean, however, that based on

:1 , it tal scr,.nini md pro1 11;iilary computLtion.,, there appears to be a

serious deficivncy iii spiliway capacity so that if a severe storm were to

occur, overtopping and failure of the dam could take place, significantlyinLreasirlg the hazaru ut loss of life downstream from the dam. To ensure

adequacy )C the structure, the following actions, as a minimum, are

a. VhC . I ii Lay'": umequucy simold b:- d,.termined by a qualified

protessional conju I ltit ,ngagcd by the owner using inure sophisticated

m LI. od , proc,'durkc' stiudie:s wi thin three months fro.i tile date of

approval oi Lhmis rel,,ort. Within three months ot the con: I tant's findings

rc|ied i aI nias t t , tn:,ure spi Ilway adequ"(cv sh,)uld be initiated. In the

ri ,rrm, a ,tnili ld ri rr erncy operation plao aind warning system should be

p1 or t Ly d'vc] . . A' s.,, duri n,, per od, of unusu, v hoavv gri,1 Ui t iti

around tile c lock skirvo ii Ince OIild b(- p.rovi Ik1

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-----

NPAPEN-IIHonorable Brendan T. Byrne

b. The following remedial measures should be initiated within sixmonths from the date of approval of this report:

(I) Repair cracks and deteriorated concrete on the retaining wallof the east embankment.

(2) Repair areas of undermining along the footing of the retainingwall of the east embankment.

(3) Remove wood and debris in the downstream channel of thespillway.

(4) Determine the operating condition of the low level outlet,repair if necessary.

c. The following remedial measures should be initiated within one yearfrom the date ot approval of this report:

(1) Perform additional investigation to determine the engineeringproperties of the dam and foundations, whether or not conventional safetymargins exist under more severe stress conditions than those observed duringour inspection, and what modifications may be required to achieve suchsafety margins.

(2) Properly remove all trees from the dam embankment and provideadcquate filter coverages on the downstream face to prevent any future

piping which may occur as a result of possible root decay.

d. The owner should develop written operating procedures and a periodicmaintenance plan to ensure the safety of the dam within one year from thedate of approval of this report.

A copy of the reporL is being furnished to 'Mr. Dirk C. Hofman, New JerseyDepartment of Envirownenteal Protection, the designated State Office contactfor this program. Within five days of the date ot this letter, a copy willalso be sent to Gongr:ssman Courter ol the ThirLeenth District. Under theprovision of the Freedom ol Intormation Act, thi, inspection report will besubject to release by this office, upon request, five (lays after the date oithis letter.

Additional copies uo this report may be obtaineu from the National TechnicalInformation Services (NTIS), Springfield, Virginia 22161 at a reasonablecost. Please allow four to six weeks from the date of this letter for NTISto have copies oL the report available.

i

NAPEi-NHonorable Brendan T. B'jyne

An important aspect of the Dart Lnspt.ctiun Program will be the implementationof the recomumendations made as a result of the inspection. We accordinglyrequest that we be advised of proposed actions Laken by the State toimplement our reconunendations.

Sincerely,

L Incl JAMES G. TONA,, stated Colonel, Corps of Engineers

District Engineer

Copies furnisheti:Mr. Dirk C. flofman, P.E., Deputy DirccturDivisi ol of Water KesourcusN.J. Dept. of Envirouirit-rntal ProtectionIP.O. Tiox U4029

'Trcnton , NJ 0662,"

Mr. joDluODd A-, ting ciii~i

Bureau ol Flood Pla- Pegul itenDiviion o ',0-,r k IsourcLS

N.J. Dept. of Lto, nta ?'tio,

Pr., n ,. CN(02'trenton, NJ Jbu '*.-

I.AKF LLNA:1: DAM (NJ 00))

CORPS OF ENGINEERS ASSESSMENT OF GENERAL CONDITIONS

This dam was inspected on 27 August and 11 December 1980 by Langan

Engineering Associates, Inc. under contract to the State of New Jersey. TheState, under agreeme!nt with the U.S. Army Engineer District, Philadelphia,had this inspection performed in accordance with the National Damn Inspection

Act, Public Law 92-3b7.

Lake Lenape Damn, a high ii~azard potent izl ,truc Lure, is judged to be in fairoverall conuiition. 'lih2 spillway is considere,. seriously inadequate si-nce aflow e.quivalent to steven perCentL Of the Probabie Maximum Flood (PMF) wouldcause Lhe dam to bte overtopptud. 'lhu seriously inadequate spilliway isassessed as an UNSAFE , fiun-emergencY condition, unt1in.re detailed studie.sprt).e utherwis;k: or corr:ct ivu :icaeajeb are compt~ed. 'Inc classit cation 01

IINSAFFi appi i.e( t, a dai because ot a beriously tnadeqtiate spiLtway is r otmre3T)L to indicatethe 01Cn degree ot wleruency da, WALl be associateu wi Lian UNSAFE classitcation applied -,or a strictu.ra; deticiCIcy. It does mean,hocever, thaL basedt k-L. an in~it ial.srci~ anc preliwinary cowputationb,Litre appelar- to b~e ;, -r ioiis ie 1ein :4pii way czp~acity so thiut if aso~vect sL o5 tori wtetk21 ' ~ ~ I)~p . U 11 lalluie ci. the dam COUIL takc-plici . si'.,nii tcanl 1) ii- rkue;j i-Ald o'i , 1vs (it I t downstreai fromthI dii. ', u fll 0 d .iiti .11-LrU OILr. thefylowinig act ions, aba

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rt(i ! ial r.ea -r-s L(' .icurt, sp: I Iva' adeoac.; s!houid be initiatecl. In ti.,

I l n a-, ic Ctal c ;n y i L p ian -il~ warring :ys ter shou lu bc

pi-f'11T) I v devi !Opel. it[So, 611 11i ,n r-ials of ~ aIl hteavy preclpit,1LICi.,.11'0 k ,d te c1 :I(- c !, u . I I aiCe F ; I ( ie ! P p i 0, A.

b . 1- 1n( Ii inS 1 k~t rI ne iI t: a s l i c, shi,u IJ b ve -i it. cat ea %ithin sixmerltis frOll, Lit :L lit ~i,,OV.j1 01i report:

(1) bt 1lair cr !ci, 0;ir! ,.tiuo:atkcu ,-,;i:Let2 Oi the Crcann W .. i

o1 tle, La-st iliv il

(2 i.'o I -a i il i' .I it,; Ib fe iD, I tL n r e t i n i iq

;) F)v ~ oe) dln: iti ii, t. u )iwill 1,r amr channcl 1 a t hii

I w11 .

i deC til V Ikt !nio p :tib tonit. i;; )i thle it i evc I outiut,

C. "LIiil: tl Io4in .JIC "iLi L UiL- . bt 11 il , ed within ole year

from the date of approval ot this reporL:

( I P terorm additional iiuC it ion tu dcterimne thU engineeringpropert ies ul tAe (lal aIn tuon.I[ i.ls, whether or not conventional safety

margins exist utiucr more severe sLrc,;s CouditLlols tunu, those observed during

our inspection, auu what muuilications may bu requireo to achieve suchsafety margins.

(2) Properly rumovt all tries trow the dam embankment and provide

adeqt,.tu filLer couerajcs on tic downstream Il;ce to prevent any future

piping which ma' occur as a LesuLt o possible rout decay.

d. "is(c owner shoutu develop written operating procedures and a periodic

mainren.,'cc plan Lu ensure the' .alety of the dam witilin one year from the

uate ot approval ot Lil, report.

JAMES G. -ON

Colonel, Corps oi EngineersDisLrict Engineer

DAI L:/1 5;

t/

DEPARTMENT OF THE ARMYPHILADELPHIA DISTRICT, CORPS OF ENGINEERS

CUSTOM HOUSE-2 0 & CHESTNUT STREETS

PHILADELPHIA. PENNSYLVANIA 1910S

I IN REPLY RUPEE 1

NAPEN-N

Honorable Brendan T. ByrneGovernor of New JerseyTrenton, NJ 08621

Dear Governor Byrne:

This is in reference to our ongoing National Program for Inspection of Non-Federal Dams within the State of New Jersey. Lake Lenape Dam (Federal I.D.No. NJO00OI9), a high hazard potential structure, has recently been inspected.The dam is owned by the Lenape Lake Association, Incorporated, and is locatedon Tar Hill Brook, a tributary of the Pequest River in Andover, Sussex

County.

Using Corps of Engineers screening criteria, it has been determined that thedam's spillway is seriously inadequate because a flow equivalent to sevenpercent of the Probable Maximum Flood would cause the dam to be overtopped.The seriously inadequate spillway is assessed as an UNSAFE, non-emergencycondition, until more detailed studies prove otherwise, or correctivemeasures are completed. The classification of UNSAFE applied to a dambecause of a seriously inadequate spillway is not meant to indicate the samedegree of emergency as would be associated with an UNSAFE classificationapplied for a structural deficiency. It does mean, however, that based onan initial screening and preliminary computations, there appears to be aserious deficiency in spillway capacity so that if a severe storm were tooccur, overtopping and failure of the dam could take place, significantlyincreasing the hazard potential to loss of life downstream from the dam. Asa result of this UNSAFE determination, it is recommended that the dam'sowners take the following measures within 30 days of the date of this letter:

a. Engage the services of a qualified professional consultant to moreaccurately determine the spillway adequacy by using more detailed andsophisticated hydrologic and hydraulic analyses, and to recommend any

remedial measures required to prevent overtopping of the dam.

N,'EN-Nlionorable Brendan T. Byrne

b. In the interim, a detailed emergency operation plan and downstreamwarning system should be promptly developed. Also, around the clocksurveillance should be provided during periods of unusually heavy

precipitation.

A final report on this Phase I Inspection will be forwarded to you withintwo months.

Sincerely,

JAMES G. TONColonel, Corps of EngineersDistrict Engineer

Copies Furnished:Mr. Dirk C. Hofman, P.E., Deputy Director

Division of Water ResourcesN.J. Dept. of Environmental ProtectionP.O. Box CN029Trenton, NJ 08625

Mr. John O'Dowd, Acting ChiefBureau of Flood Plain Regulation

Division of Water ResourcesN.J. Dept. of Environmental ProtectionP.O. Box CN029

Trenton, NJ 08625

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PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

NAME OF DAM: LAKE LENAPE DAM

ID NUMBER: FED ID No NJ 00019

STATE LOCATED: NEW JERSEY

COUNTY LOCATED: SUSSEX

STREAM: TAR HILL BROOK TRIBUTARYOF PEQUEST RIVER

RIVER BASIN: DELAWARE

DATE OF INSPECTION: AUGUST & DECEMBER 1980

ASSESSMENT OF GENERAL CONDITIONS

Lake Lenape Dam, classified under high hazard potential category, is 53years old and in fair overall condition. The downstream embankments arethickly covered with trees and brush. The deterioration and start of underminingof the east embankment retaining wall are matters which should be attended tosoon. The available design, engineering and construction data are not sufficientto draw a conclusion concerning the actual degree of stability of the dam.Additional investigation is necessary to adequately evaluate the futureperformance of the dam.

The spillway capacity as determined by the Corps of Engineers ScreeningCriteria is "seriously inadequate". The dam can adequately pass only 6% of thePMF. The spillway adequacy should be determined using more precise andsophisticated methods and procedures.

The following measures are recommended to be taken very soon:

The spillway of the dam is "seriously inadequate" as defined in the Corps ofEngineers ETL 1110-2-234. The need for and type of mitigating measures shouldbe determined, around-the-clock surveillance during periods of unusually heavyprecipitation provided and a warning system established.

APK"""" " '" LEASE;D.. I S.TI.

The following measures are recommended to be taken soon:

Repair cracks and deteriorated concrete on the retaining wall of the eastembankment. Repair areas of undermining along the footing of the retainingwall of the east embankment. Remove wood and debris in the downstreamchannel of the spillway. Determine the operating condition of the low leveloutlet; repair if necessary. Develop written operating procedures and a periodicmaintenance plan to ensure the safety of the dam.

The following measures are recommended to be taken in the near future:

Perform additional investigation to determine the engineering properties ofthe dam and foundations, whether or not conventional safety margins exist undermore severe stress conditions than those observed during our inspection, andwhat modifications may be required to achieve such safety margins. Properlyremove all trees from the dam embankment and provide adequate -filtercoverages on the downstream face to prevent any future piping which may occuras a result of possible root decay.

K. Peter Yu, P.E. g

S 41)Enu

b.1

CNz~ O

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PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

NAME OF DAM: LAKE LENAPE DAM

ID NUMBER: FED ID No NJ 00019

STATE LOCATED: NEW JERSEY

COUNTY LOCATED: SUSSEX

STREAM: TAR HILL BROOK TRIBUTARYOF PEQUEST RIVER

RIVER BASIN: DELAWARE

DATE OF INSPECTION: AUGUST & DECEMBER 1980

U LANGAN ENGINEERING ASSOCIATES, INC.

Consulting Civil Engineers990 CLIFTON AVENUE

CLI FTON,NEW JERSEY201-472-9366

CONTENTS

NATIONAL DAM SAFETY REPORT

LAKE LENAPE DAM FED ID NO NJ 00019

PAGEPREFACE

SECTION 1 PROJECT INFORMATION

1.1 General 11.2 Project Description I :1.3 Pertinent Data 2

SECTION 2 ENGINEERING DATA

2.1 Desig 52.2 Construction 52.3 Operation 5 )2.4 Evaluation 5

SECTION 3 VISUAL INSPECTION 5

SECTION 4 OPERATION PROCEDURES 6

SECTION 5 HYDRAULIC/HYDROLOGIC 6

SECTION 6 STRUCTURAL STABILITY 7

SECTION 7 ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES

7.1 Dam Assessment 77.2 Recommendations/Remedial Measures 9

FIGURES 1. Regional Vicinity Map

2. Gener.: Plan & Sections

3. Plan & Section - Spillway Structure

APPENDICES 1. Check List, Hydrologic & Hydraulic DataCheck List, Visual InspectionCheck List, Engineering Data

2. Photographs

3. Hydrologic Computations

4. References

PREFACE

This report is prepared under guidance contained in the Recommended Guidelinesfor Safety Inspection of Dams, for Phase I Investigations. Copies of these guidelinesmay be obtained from the Office of Chief of Engineers, Washington, D. C. 20314. Thepurpose of APhase I Investigation is to identify expeditiously those dams which maypose hazards to human life or property. The assessment of the general condition ofthe dam is based upon available data and visual inspections. Detailed investigation,and analyses involving.-topographic mapping, subsurface investigations, testing, anddetailed computational evaluations are beyond the scope of a Phase I investigation;however, the investigation is intended to identify any need for such studies.

In reviewing this report, it should be realized that the reported condition of thedam is based on observations of field conditions at the time of inspection along withdata avhilable to the inspection team. It is important to note that the condition of adam depends on numerous and constantly changing internal and external conditions,and is evolutionary in nature. It would be incorrect to assume that the presentcondition of the dam will continue to represent the condition of the dam at some pointin the future. Only through continued care and inspection can there be any chancethat unsafe conditions be detected.

Phase I inspections are not intended to provide detailed hydrologic and Hydraulicanalyses. In accordance with the established Guidelines, the Spillway Test flood isbased on the estimated "Probable Maximum Flood" for the region (greatest reasonablypossible storm runoff), or fractions thereof. The test flood provides a measure ofrelative spillway capacity and serves as an aide in determining the need for moredetailed hydrologic and hydraulic studies, considering the size of the dam, its generalcondition and the downstream damage potential.

SECTION 1 PROJECT INFORMATION

1.1 General

Authority to perform the Phase I Safety Inspection of Lake Lenape Damwas received from the State of New 3ersey, Department of EnvironmentalProtection, Division of Water Resources by letter dated 12 August 1980. ThisAuthority was given pursuant to the National Dam Inspection Act, Public Law92-367 and by agreement between the State and the US Army Engineers District,Philadelphia.

The purpose of the Phase I Investigation is to develop an assessment of thegeneral conditions with respect to safety of Lake Lenape Dam and appurtenancesbased upon available data and visual inspection, and determine any need foremergency measures and conclude if additional studies, investigations andanalyses are necessary and warranted.- The assessment is made using screeningcriteria established in Recommended Guidelines for Safety Inspection of Damsprepared by the Department of Army, Office of the Chief of Engineers. It is notthe purpose of the inspection report to imply that a dam meeting or failing tomeet the screening criteria is, per se, certainly adequate or inadequate.

1.2 Project Description

a. Description of Dam and Appurtances

Lake Lenape Dam is a 440 ft long, 27 ft high earthfill dam with a concretecore wall and concrete notch overfall spillway. The dam has a crest widthof approximately 10 ft and side slopes of approximately 2 horizontal toI vertical upstream and downstream. The spillway weir is approximately35 ft long located in about the middle of the dam. The top of the spillwayweir is about 3 feet below the crest of the dam. The upstream approachchannel is formed by concrete wing walls perpendicular to the spillwayweir. The west side of the discharge channel is formed by a concrete andfield stone wall perpendicular to the spillway weir for about 10 feet whereit abuts a natural rock outcrop at an angle of about 450. The east side ofthe discharge channel is formed by a vertical concrete retaining wallperpendicular to the spillway weir for about 14 feet where it turnsapproximately 450 counter-clockwise twice to support the downstreamembankment. A 20 inch-diameter cast iron low level outlet pipe runsthrough the east embankment and discharges through the retaining wall atstreambed level. The control valve is located on the upstream end of thepipe.

b. Location

Lake Lenape Dam is located at the south west end of Lake Lenape off LakeLenape Road, Andover Township, Sussex County, New Jersey. It is at northlatitude 41000.0 and west longitude 740 44.0'. A regional vicinity map isgiven in Fig. 1.

-1-

c. Size Classification

Lake Lenape Dam is classified as being "Intermediate" on the basis of itsmaximum reservoir storage volume of 1096 acre feet which is more than1,000 acre feet, but less than 50,000 acre feet. It is classified as "Small"on the basis of its maximum height of 27 feet, which is less than 40 feet.Accordingly, the dam is classified as "Intermediate" in size.

d. Hazard Classification

In the National Inventory of Dams, Lake Lenape Dam has been classified ashaving "High Hazard Potential" on the basis that failure of the dam wouldcause excessive property damage to residences downstream, and couldpotentially cause more than a few deaths. Visual inspection shows that ahouse is located on top of Li, east embankment and a number of privatehomes are located in downstream low Lying areas; all of which would beseriously affectd in the event of a failure of the dam. Accordingly, it isproposed to keep the Hazard Classification Potential as "High".

e. Ownership

Lake Lenape Dam is owned by the Lake Lenape Association Inc., P. 0. Box438, Andover, New Jersey, as reported by the Andover Township TaxAssessor's Office.

f. Purpose of Dam

The purpose of the dam is recreational.

g. Design and Construction History

Snook and Hardin Engineers of Newton, New Jersey prepared the plans andspecifications and supervised construction of the dam.

h. Normal Operational Procedures

No information is available concerning operational procedures for the dam.

1.3 Pertinent Data

a. Drainage Areas 5.16 sq mi estimatedfrom USGS TopoRevised 1971

b. Discharge at Damsite

Maximum flood at damsite Unknown

Ungated spillway capacity at maximum 739 cfs (Assumed to bepool elevation top of dam)

Total spillway capacity at maximum 739 cfs (Assumed to bepool elevation top of dam)

-2-

c. Elevation (Elevations taken from original

drawings of dam, datum unknown)

Top Dam 109.1

Maximum pool-design surcharge Unknown

Recreation pool 105.6 (Assumed to betop of spillway)

Spillway crest 105.6

Streanibed at centerline of dam El 82

Maximum tailwater Unknown, dry at timeof inspection

d. Reservoir

Length of maximum pool Approx 3800 ft

Length of recreation pool Approx 3750 ft

e. Storage (acre-feet)

Recreation pool 939 ac ft

Design surcharge Unknown

Top of dam 1096 ac ft

f. Reservoir Surface (acres)

Top dam 45.43

Maximum pool 45.43 (Assume top ofdam)

Recreation pool 44.08 acres (Assumedto be spillway crest)

Spillway crest 44.08 acres

-3-

g. Dam

Type Earthfill embankment

Length 440 ft

Height 27 ft max.

Top Width 10 ft

Side Slopes 2H: IV Upstream &downstream

Zoning Unknown

Impervious Core Concrete core wall

Cutoff Reported to beconcrete core wallto bedrock or hardpan

h. Spillway

Type Concrete over-fall

Length of weir 35 ft

Crest elevation 105.6 (Datum unknown)

Gates None

U/S Channel Concrete wing wallsperpendicular tospillway

D/S Channel 1:1 sloped concretepad & natural Rock

i. Regulatinp, Outlets 1-20 in dia cast ironpipe low level outletthru east embankmentwith valve, operatingcondition unknown.

NOTE: Elevations were taken from the original design drawings by Snook & Hardin1926, datum unknown.

-4-

SECTION 2 ENGINEERING DATA

2.1 Desigtn

Plans and Specifications prepared in 1926 by Snook and Hardin Engineersare on file with the New Jersey Department of Environmental Protection, DamApplication No. 80. No information is available concerning the engineeringproperties of materials used in dam construction or the underlying foundationmaterials. Plans and specifications indicate the concrete core wall had beenfounded on bedrock or extended I foot into hardpan whichever occurred first.

2.2 Construction

Very little information is available concerning the construction of the dam.Reports on Dam Inspection were submitted by Mr. John N. Brooks, HydraulicEngineer for the New Jersey State Water Commission for the dates 15 June,3 September, 28 September, 28 October 1926 and 15 April 1927. The dam wasaccepted by the State of New Jersey Water Policy Commission 1 June, 1931.

2.3 Operation

Operation of the dam is by the Lake Lenape Association, Inc. There are noformal operating procedures available.

2.4 Evaluation

Available information is inadequate to evaluate the design, constructionand operation oi Lake Lenape Dam.

SECTION 3 VISUAL INSPECTION

Site inspection disclosed the earthfill dam embankment to be in faircondition. Much of the original downstream embankment is no longer visible dueto the placement of additional fill for house construction and fields. Theembankments, particularly the downstream slope, are thickly covered with treesand brush. Riprap along the upstream face appears evenly placed.

The spillway appears to be founded on rock. In the center of the spillway isa concrete pier which appears to have supported a bridge over the spillway. Thebridge no longer exists. The approach channel was free of debris andobstructions at the time of inspection. The concrete forming the downstreamwing walls has minor spalling on the west wall and has large cracks and spallingon the east wall. Portions of the footing of the east retaining wall is becomingslightly undermined by the spillway discharge. The concrete weir has areas ofminor spalling. The bottom of the downstream channel is formed by a jaggedrock outcrop. Fallen tree limbs and other debris have become lodged in the rock.

--

The control valve for the cast iron low level outlet is located below poollevel and its operating condition is unknown.

The reservoir area is surrounded by residential homes. The shore line iscomprised of lawns, treed areas and rock outcrop.

Some fallen branches exist in the discharge channel downstream of thespillway. The stream bed is lined with boulders. The channel immediatleydownstream of the spillway is relatively narrow and steep with a slope of aboutIH:IV for a distance of about 60 ft.

SECTION 4 OPERATIONAL PROCEDURES

No information is available concerning operational procedures for LakeLenape Dam. Maintenance of the dam and low level outlet is by the LakeLenape Association, Inc.

There was no warning system apparent during our inspection.

SECTION 5 HYDRAULIC/HYDROLOGIC

The hydraulic/hydrologic evaluation is based on a Spillway Design Flood(SDF) equal to the Probable Maximum Flood chosen in accordance with theevaluation guidelines for dams classified as high hazard and intermediate in size.No hydrologic design data for this dam was available.

Conversations with local residents indicate no overtopping has occurred inat least the last 20 years.

The PMF has been determined by developing a synthetic hydrograph basedon the probable maximum precipitation of 22.2 inches (200 sq. mi. - 24 hour).The Corps of Engineers has recommended the use of the SCS triangular unithydrograph with the curvilinear transformation. Hydrologic computations arepresented in Appendix 3. The PMF peak inflow determined for the subjectwatershed is 13,843 cfs.

The capacity of the spillway at maximum pool elevation 109.1 is 739 cfswhich is significantly less than the SDF. Flood routing for the 1/2 PMF and PMFindicates the dam will overtop by 2.89 ft & 4.94 ft respectively. We estimatethe dam can adequately pass only 6% of the PMF. Based on our knowledge of thedam as an earthfill embankment and our knowledge of the degree of overtoppingpotential, it is our opinion that overtopping by the 1/2 PMF would likely causefailure.

A potential damage center exists immediately downstream of the dam. Asingle family house exists on top of the east embankment and at least 3 housesare located at low enough elevations to be seriously affected in the event of anextraordinary high discharge from the dam. Due to the fact that the

-6-

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discharge channel in this area is narrow and steep, the other houses at higherelevations adjacent to the channel would likely be affected in the event ofovertopping failure.

Based on the above observations we conclude that dam failure fromovertopping would significantly increase the hazard potential for excessiveeconomic loss or loss of life downstream from the dam from that which wouldexist just before overtopping failure. Therefore the spillway capacity of LakeLenape Dam is considered to be "seriously inadequate" as defined in the Corps ofEngineers ETL 1 110-2-23#.

The present drawdown structure consists of a 20-inch cast iron pipe andvalve. Its operating conditions unknown.

Drawdown of the reservoir has been evaluated assuming that the drawdownstructure is operable. Our calculations indicate that the lake level could belowered 5 1/2 ft in approximately 5 days and 11 1/2 ft-in approximately 12 days.

SECTION 6 STRUCTURAL STABILITY

Based on visual observations, no immediate instability appears to exist inLake Lenape Dam under normal conditions. Our visual examination of the damreveals that additional fill has been placed along much of the downstream faceof the dam. The spillway section appears to be found on rock. Portions of thefooting of the east downstream retaining wall is becoming slightly undermined bythe spillway discharge.

No information is available concerning the engineering properties of thefoundation and dam materials. Consequently, analysis of the degree of stabilityof the dam cannot be made without gross assumptions concerning theseproperties.

There are no operating procedures or records for Lake Lenape Dam.

Lake Lenape Dam is located in Seismic Zone I of the Seismic Zone Map ofContiguous States. As no information is available concerning the engineeringproperties of the foundation and dam materials, the degree of stability of thedam and appurtenances under more severe stress conditions than normal and itsfuture performance cannot be evaluated without further investigation.

SECTION 7 ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES

7.1 Dam Assessment

Lake Lenape Dam is 53 years old and in fair overall condition. Thedownstream embankments are thickly covered with trees and brush. Thedeterioration and start of undermining of the east embankment retaining wallare matters which should be attended to soon. The available design, engineering

-7-

and construction data are not sufficient to draw a conclusion concerning theactual degree of stability of the dam. Additional investigation is necessary toadequately evaluate the future performance of the dam.

The spillway capacity as determined by the Corps of Engineers ScreeningCriteria is "seriously inadequate". The dam can adequately pass only 6% of thePMF. The spillway adequacy should be determined using more precise andsophisticated methods and procedures.

7.2 Recommendations/Remedial Measures

The following measures are recommended to be taken very soon:

I. The spillway of the dam is "seriously inadequate" as defined in the Corps ofEngineers ETL 1110-2-234. The need for and type of mitigating measuresshould be determined, around-the-clock surveillance during periods ofunusually heavy precipitation provided and a warning system established.

The following measures are recommended to be taken soon:

1. Repair cracks and deteriorated concrete on the retaining wall of the eastembankment.

2. Repair areas of undermining along the footing of the retaining wall of theeast embankment.

3. Remove wood and debris in the downstream channel of the spillway.

4. Determine the operating condition of the low level outlet; repair ifnecessary.

5. Develop written operating procedures and a periodic maintenance plan toensure the safety of the dam.

The following measures are recommended to be taken in the near future:

1. Perform additional investigation to determine the engineering properties ofthe dam and foundations, whether or not conventional safety margins existunder more severe stress conditions than those observed during ourinspection, and what modifications may be required to achieve such safetymargins.

2. Properly remove all trees from the dam embankment and provide adequatefilter coverages on the downstream face to prevent any future piping whichmay occur as a result of possible root decay.

4-

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APPENDIX I

ENGINEERING DATA

LAKE LENAPE DAM

1. HYDROLOGIC AND HYDRAULIC DATA CHECK LIST

2. VISUAL EXAMINATION CHECK LIST

3. ENGINEERING DATA CHECK LIST

CHECY LIST

IYDROLOGIC AND IYDRULIC DATAENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: 5.16 sq. mi., wood or forest land.

ELEVATION TOP ,()RMAL POOL (STORAGE CAPACITY): 105.6 (939 ac ft)

ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): 109.1 (1096 ac ft)

ILEVATION MAXIMUM DESIGN POOL: 107.6 (According to original Design Calc.)

ELEVATION TOP MM: 109.1

CREST: Spillway

a. Elevation 105.6b. Type Over-fallc. Width Approx 1.5 ftd. Length- 35 fte. Location Spillover Ippr m ei. A,

f. Number and Type of Gates none

OUTLET WORKS -

a. Type 20" cast iron pope & shutoff valve

b. Location approx 20 ft from spillwayc. Entrance inverts 82*d. Exit inverts 82 ±e. Emergency draindown facilities none observed

MYROMETEOROLOGICAL GAGES: none observeda. Typeb. Location

c. Records

MAIMUM N-DAMATIG DISCRARGE- 739 cfs (@ el 109.1 top of dam)

Note: Elevations taken from original drawings of dam.

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APPENDIX 2PHOTOGRAPHS

Upstream Face of Dami 27 August 1980

East side of spillway showing 27 August 1980approach channel wall and crest

LAKE LENAPE DAM 2-1

West side of spillway showing 27 August 1980approach channel wall and crest.

Discharge channel formed 27 August 1980by retaining wall on eastside and rock outcrop on westside, looking downstream.

LAKE LENAPE DAM2-2

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East embankment crest looking 27 August 1980west from east abutment of dam.

West embankment crest, looking 27 August 1980west from west side of spillway.

LAKE LENAPE DAN 2-3

View of east reservoir shoreline 27 August 1980taken from spillway.

View of west reservoir shoreline 27 August 1980taken from spillway

LAKE LENAPE DAM

2-4

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APPENDIX 4REFERENCES

APPENDIX 4

REFERENCESLAKE LENAPE DAM

1. N.J. DEP Dam Application #80 File.

2. Details of Proposed Dam and Plan Profile & Cross Sections - Lake Lenape,Andover Township, Sussex County, N.J. for the Lenape Corp., Inc. Prepared bySnook & Hardin Engineers, Newton, N.J.,"May 1926.

3. Monthly Progress Reports by Snook & Hardin, June thru Dec 1926.

4. Dam inspections by John N. Brooks, Hydraulic Eng., Trenton, N.J., I & 15 June,28 Sept, 28 Oct 1926.

5. Dam inspection by H. T. Critchlow, Chief, Div. of Waters, Trenton, N.J., 3 Sept1926.

6. Report on Dam Inspection - Lake Lenape Dam, Dam Application #80 by JamesC. Riley, I1 Oct 1961.

7. Brater, Ernest F. and Kings, Horace W. Handbook of Hydraulics 5th Edition,McGraw-Hill Book Company 1963.

8. Sauls, G.A., Additional Hydrology and Hydraulics Guidance, 12 Sept 1978.

9. United States Army Corps of Engineers, Recommended Guidelines for SafetyInspection of Dams, Washington, D. C.

10. United States Army Corps of Engineers, Flood Hydrograph Package (HEC-1),Davis, Calif., Sept 1979.

11. United Stated Dept. of Agriculture, Soil Conservation Service, Soil Survey ofSussex County and Morris County, August 1975.

12. United States Dept. of Agriculture, Soil Conservation Service, Somerset, N.J.Urban Hydrology for Small Watersheds, Technical Release No 55, Jan 1975.

13. United States Dept. of Agriculture, Soil Conservation Service, A Method forEstimating Volume and Rate of Runoff in Small Watersheds SCS-TP149, RevisedApril 1973.

14. United States Dept. of Commerce Weather Bureau, April 1956,Hydrometeorological Report #33, Washington, D.C.

15. United States Dept. of Interior, Bureau of Reclamation Design of Small Dams,Second Edition 1973, Revised print 1977.

4I