0A086 253 NEW JERSEY DEPT OF ENVIROMENTAL PROTECTION TRENTONd pri 13/13NATIONAL DAM SAFETY PROGRAM. PINECLIFF LAKE DAN (NJOOOII). PASS-ETCftnFEB 60 J1 P TALERICO DAC61-7,..C..oolUNCLASSIFIED II.

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PHASE 1 INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

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DEPARTMENT OF THE ARMYPhiladelphia DistrictCorps of Engineers

Philadelphia, Pennsylvania I) ORIGINAL CONTAINS COLOR PLATES: ALL DDO

REPRODUCTIONS WILL BE IN BLACK AND WHITE.

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NOTICE

THIS DOCUMENT HAS BEEN REPRODUCEDFROM THE BEST COPY FURNISHED US BY

THE SPONSORING AGENCY. ALTHOUGH IT

IS RECOGNIZED THAT CERTAIN PORTIONSARE ILLEGIBLE, IT IS BEING RELEASEDIN THE INTEREST OF BAKING AVAILABLEAS UCH INFORMATION AS POSSIBLE.

DEPARTMENT OF THE ARMYPHILADLPHIA DISTRICT, CORPS OF ENGINEERS

CUSTOM HOUS- D C CHrSTNUT STREETS

1 9 PHILADELPHIA. PENNSYLVANIA 191O

IN NSPLY 16 0 TO

NAPZ*-N

Honorable Brendan T. Byrne 11 AUG 1980Governor of New Jersey

Trenton, New Jersey 08621

Dear Governor Byrne:

Inclosed is the Phase I Inspection Report for Pinecliff Lake Dam in PassaicCounty, New Jersey which has been prepared under authorization of the DamInspection Act, Public Law 92-367. A brief assessment of the dam'scondition is given in the front of the report.

Based on visual inspection, available records, calculations and pastoperational performance, Pinecliff Lake Dam, a high hazard potential

structure, is judged to be in fair overall condition. However, the spillwayis considered seriously inadequate because a flow equivalent to sevenpercent of the Probable Maxim= Flood (lHF) would cause the dam to beovertopped. The seriously inadequate spillway is assessed as an UNSAE,non-emergency condition, until more detailed studies prove otherwise orcorrective measures are completed. The classification of UNSAFE applied toa dam because of a seriously inadequate spillway is not meant to indicatethe same degree of emergency as would be associated with an UNSAFEclassification applied for a structural deficiency. It does mean, however,that based on on initial screening, and preliminary computations, thereappears to be a serious deficiency in spillway capacity so that if a severestorm were to occur, overtopping and failure of the dam would take place,significantly increasing the hazard of loss of life downstream from thedam. To ensure adequacy of the structure, the following actions, as a

minimum, are recommended.

a. The owner should develop an emergency action plan outlining actionsto be taken by the operator to minimize downstream effects of an emergencyat the dam and establish a flood warning system for the downstreamcommunities within three months from the date of approval of this report.Also, during per'ods of unusually heavy precipitation, around the clocksurveillance should be provided.

I

a..-. .....

Honorable Brendan T.* Byrne

b. The spillway's adequacy should be determined by a qualifiedprofessional consultant engaged by the owner using more sophisticatedmethods, procedures, and studies within six months from the date of approvalof this report. Within three months of the consultant's findings remedialmeasures to ensure spillway adequacy should be initiated.

C. The following remedial actions should be completed within twelvemonths from the date of approval of this report.

(1) All vegetation should be removed along the embankment toe inthe observed vet areas to determine if the areas noted in the report areseepage areas. If seepage is present, then observation wells or piezomet ersshould be installed in the embankment to determine the location of thephreatic surface and the paths of the seepage observed.

(2) The flow of seepage should be monitored monthly to determineits volumne and whether it presents a problem to the safety of the dam.

(3) Repair all cracked and spelled concrete.

(4) All brush and trees should be removed from the downstream andupstream slopes to avoid problems which may develop from roots. Theembankment face should then be seeded to develop a growth of grass forsurface erosion protection.

( (5) Remove all vegetation, debris and the large uprooted tree fromthe downstream channel.

(6) Remove all debris from the crest of the embankment.

(7) Replace broken manual controls for the sluice gate.

(8) investigate the embankment for animal burrows and fill in any

burrow holes with impervious material.

d. Consider providing additional low-level outlet facilities to

decrease dravdown time.

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

A copy of the report is being furnished to Mr. Dirk C. Hofman, Now JerseyDepartment of Environmental Protection1 the designated State Office contactfor this program. Within five days of the date of this letter, a copy willalso be sent to Congressman Roe of the Eighth District. Under the provisionof the Freedom of Information Act, the inspection report will be subject torelease by this office, upon request, five days after the date of thisletter.

NAPEN-NHodorable Brendan T. Byrne

Additional copies of this report may be obtained from the National TechnicalInformation Services (NTIS), Springfield, Virginia 22161 at a reasonable

cost. Please allow four to six weeks from the date of this letter for NTISto have copies of the report available.

An important aspect of the Dam Safety Program will be the implementation of

the recomendations made as a result of the inspection. We accordinglyrequest that we be advised of proposed actions taken by the State toimplement our recommendations.

Sincerely,

1 Incl JAMES G. TONAs stated Colonel, Corps of Engineers

District Engineer

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

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

Trenton, NJ 08625 acce sion For

Mr. John O'Dowd, Acting Chief ATI; iAFIBureau of Flood Plain Management DDC T"Division of Water Resources Unn=ouncedN.J. Dept. of Environmental Protection justificationP.O. Box CN029Trenton, NJ 08625 By__

Ava i t-Cc -

Avail and/or~Dist. special

S

PINECLIFF LAKE DAM (NJO0012)

CORPS OF ENGINEERS ASSESSMENT OF GENERAL CONDITIONS

This dam was inspected on 15 November and 5 December 1979 by larris-ECIAssociates, Inc. under contract to the State of New Jersey. The State,under agreement with the U.S. Army Engineer District, Philadelphia, had thisinspection performed in accordance with the National Dam Inspection Act,Public Law 92-367.

Pinecliff Lake Dam, a high hazard potential structure, is judged to be infair overall condition. However, the spillway is considered seriouslyinadequate because a flow equivalent to seven percent of the ProbableMaximum Flood (PMF) would cause the dam to be overtopped. The seriouslyinadequate spillway is assessed as an UNSAFE, non-emergency condition, untilmore detailed studies prove otherwise or corrective masures are completed.The classification of UNSAFE applied to a dam because of a seriouslyinadequate spillway is not meant to indicate the same degree of emergency aswould be associated with an UNSAFE classification applied for a structuraldeficiency. It does mean, however, that based on an initial screening, andpreliminary computations, there appears to be a serious deficiency inspillway capacity so that if a severe storm were to occur, overtopping andfailure of the dam would take place, significantly increasing the hazard ofloss of life downstream from the dam. To ensure adequacy of the structure,the following actions, as a minimum, af\recomended.

a. The owner should develop an emergency action plan outlining actionsto be taken by the operator to minimize downstream effects of an emergencyat the dam and establish a flood warning system for the downstreamco munities within three months from the date of approval of this report.Also, during periods of unusually heavy precipitation, around the clocksurveillance should be provided.

b. The spillway's adequacy should be determined by a qualifiedprofessional consultant engaged by the owner using more sophisticatedmethods, procedures, and studies within six months from the date of approvalof this report. Within three months of the consultant's findings remedialmeasures to ensure spillway adequacy should be initiated.

c. The following remedial actions should be completed within twelvemonths from the date of approval of this report.

(1) All vegetation should be removed along the embankment toe inthe observed vet areas to determine if the areas noted in the report areseepage areas. If seepage is present, then observation wells or piezometersshould be installed in the embankment to determine the location of thephreatic surface and the paths of the seepage observed.

(2) The flow of seepage should be monitored monthly to determineits volume and whether it presents a problem to the safety of the dam.

(3) Repair all cracked and spolled concrete.

(S

(4) All brush snd trees should be removed from the downstream andupstream slopes to avoid problems which may develop from roots. Theembankment face should then be seeded to develop a growth of grass forsurface erosion protection.

(5) Remove all vegetation, debris and the large uprooted tree from

the downstream channel.

(6) Remove all debris from the crest of the embankment.

(7) Replace broken manual controls for the sluice gate.

(8) Investigate the embankment for animal burrows and fill in anyburrow holes with impervious material.

d. Consider providing additional low-level outlet facilities todecrease drawdown time.

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

APPROVED

Colonel, Corps of EngineersDistrict Engineer

DATE:

Accession For'-IS GFAI R

DL)C TA-Unannounced! u t ificatio( .

r..i.st. 'l'ut .2L .. . .

D~t special

2 2 i(B

DEPARTMENT OF THE ARMYPHILADELPHIA DISTRICT. CORPS OF ENGINEERS

CUSTOM HOUSE- aD CHESTNUT STREETS

PHILADELPHIA. PENNSYLVANIA 19106

tN REPLY RIEE TO

NAPEN-N

1 9 JUN 1980

Honorable Brendan T. ByrneGovernor of New JerseyTrenton, NJ 08621

Dear Governor Byrne:

This is in reference to our ongoing National Program for Inspection ofNon-Federal Dams within the State of New Jersey. Pinecliff Lake Dam(Federal I.D. No. NJO0012), a high hazard potential structure has recentlybeen inspected. The dam is owned by the Pinecliff Lake Community Club,Inc., and is located on Belcher's Creek in West Milford.

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 move 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'sowner 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 anyremedial measures required to prevent overtopping of the dam.

(S

NAPEN-N.Hono3rable 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 heavyprecipitation.

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

Sincerely,

JANES G. TONColonelCorps of EngineersDistrict Engineer

Copies Furnished:Mr. Dirk C. Hofman, P.E., Deputy DirectorDivision of Water ResourcesN.J. Dept. of Environmental ProtectionP.O. Box CN029Trenton, NJ 08625

Hr. John O'Dovd, Acting ChiefBureau of Flood Plain RegulationDivision of Water ResourcesN.J. Dept. of Environmental ProtectionP.O. Box CM029Trenton, NJ 08625

2

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PASSAIC RIVER BASIN

BELCHER'S CREEK, PASSAIC COUNTY

NEW JERSEY

PINECLIFF LAKE DAM

NJO0012

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

DEPARTMENT OF THE ARMY

PHILADELPHIA DISTRICT, CORPS OF ENGINEERST

PHILADELPHIA, PENNSYLVANIA 19106

FEBRUARY 1980

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

Name: Pinecliff Lake Dam, I.D, NJ 00012State Located: New JerseyCounty Located: Passaic CountyStream: Belcher's CreekRiver Basin: Passaic RiverDate of Inspection: November 15 and December 5, 1979

Assessment of General Conditions

Pinecliff Lake Dam is an earthfill dam containing a broad crested slaband buttress concrete weir spillway 220 feet from the left end of the dam.The overall condition of the dam is fair. There is no major sign ofdistress or instability in the embankment. There are vertical cracks inboth abutments. Leakage was noted from a crack in the downstream portionof the left abutment and from the construction joints with the first twoleft buttresses and the spillway slab. The downstream channel iscluttered with debris in the vicinity of the spillway. The-operation ofthe low-level outlet was not demonstrated since the owner's representativewas not present during the inspection. The hazard potential is rated as"high".

The adequacy of Pinecliff Lake Dam is considered questionable in view ofits lack of spillway capacity to pass the SOF (PMF) without overtopping thedam. The spillway is capable of passing a flood equal to 6 percent ofthe PMF, and is assessed as "seriously inadequate".

At present, the engineering data available is not sufficient to make adefinitive statement on the stability of the dam, but based on thefindings of the visual inspection, the preliminary assessment of staticstability is that it is satisfactory. The following actions arerecommended along with a timetable for their completion. All recommiendedactions should be conducted under the supervision of an Engineer who isexperienced in the design, construction and inspection of dams.

1. Carry out a more precise hydrologic and hydraulicanalysis of the dam within twelve months, to determinethe need and type of mitigating measures necessary.If required, conduct a study of the means of increasingspillway discharge capacity and develop alternativeschemes for construction. This should include theinstallation of headwater and tailwater gages. Theability of the dam to withstand overtopping shouldalso be studied.

2, All vegetation should be removed along the embank-ment toe in the observed wet areas to determine ifthe areas noted in the report a-re seepage areas.If seepage is present, then observation wells orpiezometers should be installed in the embankmentto determine the location of the phreatic surfaceand the paths of the seepage observed.

3. The flow of seepage should be monitored monthly todetermine its volume and whether it presents aproblem to the safety of the dam.

4. Repair all cracked and spalled concrete withintwelve months.

5. All brush and trees should be removed from thedownstream and upstream slopes to avoid problemswhich may develop from roots. The embankment faceshould then be seeded to develop a growth of grassfor surface erosion protection. The programshould be started within twelve months.

6. Remove all vegetation, debris and the large uprootedtree from the downstream channel within twelvemonths.

7. Remove all debris from the embankment crest withintwelve months,

8. Replace the broken manual controls for the sluicegate within twelve months.

9. Investigate embankment for animal burrows and fillin any burrow holes with impervious material,

10. The owner should develop an emergency action plan(if one is not already available) outlining actionsto be taken by the operator to minimize downstreameffects of an emergency and establish a floodwarning system for the downstream commnunitieswithin three months.

Furthermore, while of a less urgent nature, the following additionalaction is recommnended and should be carried out within twenty-fourmonths.

1. Consider providing additional low-level outletfacilities to decrease the drawdown time.

r!

* 2. The owner should develop within one (1) year afterformal approval of the report, written operatingprocedures and a periodic maintenance plan to insurethe safety of the dam.

John P. Talerico, P.E.

HARRIS-ECI ASSOCIATES

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PREFACE

This report is prepared under guidance contained in the RecommendedGuidelines for Safety Inspection of Dams, for Phase I Investiga-tions. Copies of these guidelines may be obtained from the office oftheChief of Engineers, Washington, D.C. 20314. The purpose of aPhase I Investigation is to identify expeditiously those damswhich may pose hazards to human life or property. The assessmentof the general condition of the dam is based upon available dataand visual inspections. Detailed investigation, and analyses in-volving topographic mapping, subsurface investigations, testing,and detailed computational evaluations are beyond the scope of aPhase I investigation; however, the investigation intended toidentify any need for such studies.

In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditionsat the time of inspection along with data available to the inspec-tion team. It is important to note that the condition of a damdepends on numerous and constantly changing internal and externalconditions, and is evolutionary in nature. It would be incorrectto assume that the present condition of the dam will continue torepresent the condition of the dam at same point in 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 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. The test flood provides a measureof relative spillway capacity and serves as an aide in determiningthe need'for more detailed hydrologic and hydraulic studies, con-sidering the size of the dam, its general condition and the down-stream damage potential.

TABLE OF CONTENTS

ASSESSMENT OF GENERAL CONDITIONS

OVERVIEW PHOTO

PREFACE Page

SECTION 1 PROJECT INFORMATION ............................ 1

1.1 General.................................. 11 .2 Description of Project .................... 11.3 Pertinent Data........................... 4

SECTION 2 ENGINEERING DATA............................... 6

2.1 Design.................................. 62.2 Construction............................. 62.3 Operation ................................ 62.4 Evaluation............................... 6

SECTION 3 VISUAL INSPECTION.............................. 7

3.1 Findings .............................. 7

SECTION 4 OPERATION PROCEDURES........................... 9

4.1 Procedures ............................... 94.2 Maintenance of Damn....................... 94.3 Maintenance of Operating Facilities ......... 94.4 Evaluation ............................ 9

SECTION 5 HYDRAULIC/HYDROLOGIC ........................... 10

5.1 Evaluation of Features .................... 10

SECTION 6 STRUCTURAL STABILITY ........................... 12

6.1 Evaluation of Structural Stability ......... 12

SECTION 7 ASSESSMENT/REMEDIAL MEASURES................... 14

7.1 Dam Assessment ........................... 14

7.2 Remedial Measures ........................ 15

TABLE OF CONTENTS CONTINUED

PLATES No.

KEY MAY AND VICINITY MAP................................ 1 & IA

GEOLOGIC MAP.....................2

DRAWINGS OF DAM ......................................... 3

APPENDICES

APPENDIX A - CHECK LIST - VISUAL OBSERVATIONSCHECK LIST - ENGINEERING, CONSTRUCTION,

MAINTENANCE DATA ................ 1- 14

APPENDIX B - PHOTOGRAPHS

APPENDIX C - SUMMARY OF ENGINEERING DATA..................1

APPENDIX D - HYDROLOGIC COMPUTATIDNS..................... 1- 20

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

PINECLIFF LAKE DAM, I.D. NJ 00012

S E C T I 0 N 1

1. PROJECT INFORMATION

1.1 General

a. Authority

The National Dam Inspection Act (Public Law 92-367, 1972), provides forthe National Inventory and Inspection Program by the U.S. Army Corps ofEngineers. This inspection was made in accordance with this authorityunder Contract C-FPM No. 35 with the State of New Jersey who, in turn,is contracted to the Philadelphia District of the Corps of Engineers,and was carried out by the engineering firm of Harris-ECI Associatesof Woodbridge, New Jersey.

b. Purpose of Inspection

The visual inspection of Pinecliff Lake Dam was made on November 15, 1979.The purpose of the inspection was to make a general assessment as to thestructural integrity and operational adequacy of the dam embankment andits appurtenant structures.

c. Scope of Report

The report summarizes available pertinent data relating to the project;presents a summary of visual observations made during the field inspec-tion; presents an evaluation of hydrologic and hydraulic conditions atthe site; presents an evaluation as to the structural adequacy of thevarious project features; and assesses the general condition of the damwith respect to safety.

1.2 Description of the Project

a. Description of Dam and Appurtenances

Pinecliff Lake Dam is an earthfill dam approximately 820-foot long and15-foot high with a concrete core wall. There is a 118-foot wide slaband buttress concrete spillway with two concrete abutments. There areeleven buttresses,one foot thlck,equally spaced across the spillway.

( The left abutment of the spillway is 220 feet from the left end of thedam.

1

The crest of the spillway is 3 feet below the top of the dike. Thereare two 7-inch high flashboards spanning the spillway. The embankmenthas a top width of 8 feet with a 2H:lV slope on both faces.

Riprap protection has been placed on the upstream face of the embankment.

The low-level outlet consists of a 24-inch diameter sluice way throughthe right abutment. The flow through the sluice way is controlled bya manually operated sluice gate that is mounted on a steel bracketattached to the upstream face of the abutment. The inlet end is locatedat the upstream toe of the spillway. The outlet discharges directlyinto the spillway stilling basin.

The downstream channel runs almost perpendicular to the spillway andcrosses under the Union Valley Road bridge approximately 300 feet fromthe dam.

The foundation of the dam is described as clayey hardpan according totest pits taken at the site prior to construction. A generalized des-cription of the soil conditions is contained in Engineering Soil Surveyof New Jersey, Report No. 3 - Passaic County, by Rutgers University.The report describes the area left of the spillway as stratified driftand to its right as ground moraine. The stream channel is describedas swamp.

Stratified drift is an assorted relatively homogeneous material, predo-minantly of sand sizes, with varying amounts of silt and gravel. Groundmoraine, in this area, is variable thicknesses of unstratified, heteroge-neous material including clay, silt and sand sizes, with varying amountsof gravel and boulders. Left of the stream channel, the depth to the under-lying rock is in excess of 10 to 20 feet and to its right the rock isshallow. The underlying rock is classified as Kanouse sandstone by theUSGS Geologic Overlay Sheet 22.

b. Location

Pinecliff Lake Dam is located on Belcher's Creek in the Township ofWest Milford, Passaic County, New Jersey. It is accessible by way ofUnion Valley Road.

c. Size Classification

According to the "Recommfended Guidelines for Safety Inspection of Dams"by the U.S. Department of theArmy,Office of the Chief Engineers, thedam is classified in the dam size category as being "intermediate",since its storage volume of 1,987 acre-feet is more than 1,000 acre-feet,but less than 50,000 acre-feet. The dam is also classified as "small"because its height of 15.0 feet is less than 40 feet. The overallsize classification is governed by the larger of these two determinations,and accordingly, Pinecl1ff Lake Dam is classified as "intermediate" in

( size.

2

d. Hazard Classification

A hazard potential classification of "high" has been assigned to thedam on the basis that a hypothetical failure would result in excessivedamage to the small shopping center and Union Valley Road immediatelydownstream of the dam. Because the road is heavily traveled and thereare several places of business (the small shopping center) situated onthe far side of Union Valley Road along the right bank of the channeland are within the flood path, the possibility exists of the loss ofrpore than a few lives in the event of dam failure.

e. Ownership

Pinecliff Lake Dam is owned by:

Pinecliff Lake Community Club, Inc.P. 0. BoxWest Milford, NJ 07480

Attention: Mr. Steve Smith(201) 728-9854

f. Purpose

Pinecliff Lake Dam is presently used for recreational purposes only.

g. Design and Construction History

Pinecliff Lake Dam was constructed in 1927. At that time, flashboardswere placed on the spillway, but since they were not included in theoriginal.plans or approved by the State, they had to be removed. In1930, the dam was modified to allow for the flashboards to be used.This was accomplished by raising the crest of the embankment one footwith a densely compacted clay material placed over the entire width ofthe embankment.

In August 1969, after 24 hours of very heavy rains, the safety of thedam was in question due to the increased runoff. In order to handlethe flow, sandbags were placed on the crest to prevent overtopping. Ina report submitted in October 1969, it was recommended that the flash-boards be removed as they were probably the main cause of the spillwaynot being adequate to handle the flow.

h. Normal Operating Procedures

The discharge from the lake is unregulated and is allowed to naturallybalance the inflow into the lake. The low-level outlet is used to lowerthe lake level for cleaning the lake bottom and to allow the propertyowners to make repairs to their docks and waterfront property.

3

1.3 Pertinent Data

a. Drainage Area 7.0 square miles

b. Discharge at Dam Site

Ungated spillway capacity at 940 cfs (638 NGVD)elevation of top of dam:

Total spillway capacity at 24,070 cfs (642.48 NGVD)maximum pool elevation (SDF):

c. Elevation (Feet above NGVD)

Top of dam: 638

Maximum pool design surcharge (SDF): 642.48

Recreation pool: 635.3

Spillway crest: 635.0; 636.2 (Flashboards)

Streambed at centerline of dam: 623 (estimated)

Maximum tailwater: 633 (estimated)

d. Reservoir

Length of maximum pool: 6,000 ft. (estimated)

Length of recreation pool: 5,500 ft. (estimated)

e. Storage (acre-feet)

Spillway Crest: 695Top of Flashboards: 723

Top of Dam: 1,011

Maximum pool (SDF): 1,987

f. Reservoir Surface (acres)

Top of dam: 181 (estimated)

Maximum pool (SOF): 273 (estimated)

Recreation pool: N/A

Spillway crest: (Top of flashboard) 143 (estimated)4

g. Dam

Type: Earth fill slab and buttress concretewith flashboards

Length: 820 ft. (effective)

Height: 15 ft.

Top width: 8 ft.

Side slopes - Upstream: 2H:IV- Downstream: 2H:lV

Zoning: Unknown

Impervious core: 690 ft. concrete core

Cutoff: None

Grout curtain: None

h. Diversion and Regulating Tunnel

N/A

i. Spillway

Type: Slab and buttress with flashboards

Length of weir: 118 ft.

Crest elevation: 635 (concrete weir), 636.2(flash-board)

Gates: None

U/S Channel: Pinecliff Lake

D/S Channel: Belcher's Creek

J. Regulating Outlets

Low level outlet: 24-inch diameter sluice way

Controls: Manually operated sluice gate

Emergency gate: None

Outlet: 626 NGVD

5

SECTION 2

2. ENGINEERING DATA

2.1 Design

Drawings and specifications for the construction of Pinecliff LakeDam in 1926 are available in the files of NJ Department of Environ-mental protection (NJ-DEP), in Trenton. No data from soil borings,soil tests, design computations, or other geotechnical data isavailable to assess the stability properly. Data concerning thehydraulic capacity of the spillway is also unavailable.

2.2 Construction

Data is not available concerning the as-built construction of the dam.Progress reports during the construction are on file at the NJ-DEP.No data exists of construction methods, borrow sources or other datapertinent to the construction of the dam.

2.3 Operation

Formal operation records are not kept for the dam and reservoir. Thelake is allowed to operate naturally without regulation.

2.4 Evaluation

a. Availability

The availability of engineering data is fair. The construction plansand specifications for the dam are available from the NJ-DEP.

b. Adequacy

The engineering data available from the NJ-DEP and from the field wasadequate to perform hydrologic and hydraulic computations. The data wasinsufficient to perform a stabillity analysis, but a preliminary evaluationcould be made based on visual observations.

c. Validity

The information contained in the drawings and checked by limited fieldmeasurements appears to be valid.

(

....... ... . ..... ... .. .... . ...- . -- _ _-6

S E CTIO0N 3

3. VISUAL INSPECTION

3.1 Findings

a. General

The visual inspection of Pinecliff Lake Dam revealed the dam andspillway to be in fair condition, but in need of repairs. Thelake level was above the crest of the spillway at the time of theinspection.

b. Dam

The earth embankment appears to be sound. No surface cracking, sloughingor erosion was noted on the embankment or beyond the toe. The horizontaland vertical alignment of the crest was generally good. Refuse has beendumped in some areas of the left embankment. Some of this refuse con-sisted of concrete, concrete piping and metal piping. Numerous trees,small to large, are growing on both sides of the embankment. Small flow,either rainwater runoff or seepage has created a channel along most ofthe toe of the right embankment. The source of the flow could not belocated. The source and the flow were inaccessible and obscured by densevegetation. No seepage was observed along the left embankment, butbeyond the toe the ground was very soggy and wet.

HIo evidence of burrowing by animals was discovered; however, at the timeof the inspection, the embankment was covered with leaves, therefore thepossiblility does exist that there may be burrow holes in the embankment.

c. Appurtenant Structures

1. Spillways

The spillway begins about 220 feet from the embankment's left end.Leakage was noticed at a downstream crack in the left abutment wall.Leakage was noticed at the joints of the first two buttress slabs atthe left end of the spillway. Spalling was noticed at the downstreamside of both abutment walls. It was severe on the left and minor onthe right. Cracks were noted on the upstream side of both abutmentwalls - two cracks were on the left and one on the right. The top ofthe spillway appeared in good condition with no horizontal or verticalmisalignment. Sluice boards, 14 inches high, spanned the spillway.The boards did not create any dammning; they were raised off the spillwaytop by a series of blocks. Water flowed through the opening between thespillway and boards. There was io cracking or spalling of the concreteapron.

7

__ _

- -= 7777., _7--

42. Outlet

The low-level Outlet is a manually operated rising stem sluice gate.The outlet is a 24-inch diameter sluice way at the face of the rightabutment underneath the spillway. It appears in good condition. Itsoutlet valve is mounted on a steel bracket attached to the rightabutment. The valve stem and stand were observed to be in faircondition. The handwheel required to operate it is missing. Operationof the valve could not be performed because the owner/representativewas not present. However, the owner stated that the valve could besatisfactorily operated but with difficulty.

d. Reservoir Area

The side slopes of the reservoir are moderate. There is no indicationof slope instability. The water surface of the reservoir is clear withno vegetation.

e. Downstream Channel

The spillway flow passes into a flat and wide channel cluttered withassorted debris, vegetation and one large overturned tree. The condi-tion of the channel improves further downstream. About 300 feet fromthe spillway, the channel passes under the Union Valley Road bridge.A bar business fronts the road to the channels left and to its rightthere are numerous small businesses. All front the downstream portionof the road.

8

S E CTIO0N 4

4. OPERATIONAL PROCEDURES

4.1 Procedures

Pinecliff Lake Darn is used to impound water for recreational activities.The level of the lake is maintained through the unregulated flow overthe spillway. The lake is lowered occasionally for cleaning the bottomand to allow property owners to make repairs to their properties.

4.2 Maintenance of the Dam

There is no regular inspection and maintenance program for the dam andappurtenant structures. The Pinecliff Lake Conmmunity Club, Inc. isresponsible for the maintenance of the dam.

4.3 Maintenance of Operating Facilities

The low-level operating facilities consist of one manually operated 24-inchsluice gate. At the time of the inspection, the operation of the gate wasnot possible since the hand wheel was missing. However, the owner indicatedthat the gate is operable with some difficulty,

4.4 Evaluation

The present operational and maintenance procedures are fair with the damand spillway being maintained in a serviceable condition.

9

SECTION 5

5. HYDRAULIC/HYDROLOGIC

5.1 Evaluation of Features

a. Design

The drainage area above Pinecliff Lake Dam is approximately 5.85 squaremiles. A drainage map of the watershed of the dam site is presented onPlate 1, Appendix D.

The topography within the basin is flat to moderately sloped. Elevationsrange from approximately 1,300 feet above NGVD at the west Dart of thewatershed to about 636 feet at the dam site. Land use patterns withinthe watershed are mostly woodland with concentrated residential develop-ment about the lake area.

The evaluation of the hydraulic and hydrologic features of PinecliffLake was based on criteria set forth in the Corps' guidelines and addi-tional guidance provided by the Philadelphia District, Corps of Engineers.The SDF for the dam falls in a range of half PMF to PMF. In this case,the upper end of the range, PMF, is chosen since the factors used toselect size and hazard classification are on the upper side of theirrespective ranges.

The probable maximum flood (PMF) was calculated from the probable maximumprecipitation using Hydrometeorological Report No. 33 with standard reduc-tion factors. Due to the small drainage area, the SCS triangular hydro-graph transformed toa curvilinear hydrograph was adopted for developingthe unit hydrograph, with the aid of the HEC-I-DB Flood HydrographComputer Program.

Initial and constant infiltration loss rates were applied to the ProbableMaximum Precipitation to obtain rainfall excesses. The rainfall excesseswere applied to the unit hydrograph to obtain the PMF and various ratios ofPMF utilizing program HEC-l-DB.

The SOF peak outflow calculated for the dam is 24,070 cfs. This valueis derived from the PMF, and results in overtopping of the dam, assumingthat the lake was originally at the spillway crest elevation.

The stage-outflow relation for the spillway was determined from the geom-etry of the spillway and dam, utilizing HEC-l-DB program.

There is flow through the opening between the spillway crest and bottomof flashboards. This opening is usually plugged by debris, Therefore,the area between the spillway and board is not considered to be effectiveand this area is not in-luded in development of the spillway rating curve.

10

The reservoir stage-storage capacity relationship was computed directlyby the conic method, utilizing the HEC-l-DB program. The reservoirsurface areas at various elevations were measured by planimeter from aUSGS Quadrangle topographic map. Reservoir storage capacity includedsurcharge levels exceeding the top of the dam, and the spillway ratingcurve was based on the assumption that the dam remains intact duringrouting.

A breach analysis indicates that the stage of the stream below UnionValley Road is 5,5 feet higher due to dam failure from overtopping at10 percent PMF than it would be without failure at 10 percent PMF. Thisis likely to jeopardize the well traveled road and the small shoppingcenter downstream of the dam significantly more than without failure,The discharge facility is thus rated as "seriously inadequate"

Drawdown calculations indicate that to empty the lake to an elevation of626 NGVD through the one low-level sluice would take 7 days with noinflow. This is considered to be an excessive drawdown period, andprovision of additional outlets should be considered.

b. Experience Data

No records of reservoir stage or spillway discharge are maintained forthis site.

c. Visual Observation

The spillway flow passes into a flat and wide channel cluttered withassorted debris, vegetation and one large overturned tree. The conditionof the channel improves further downstream. About 300 feet from thespillway, the channel passes under the Union Valley Road bridge. A barbusiness fronts the road to the channel's left and, to its right, thereare numerous small businesses. All front the downstream portion of theroad.

The slopes of the reservoir are moderate and do not exhibit signs ofinstability. The drainage area is wooded, moderately flat sloped anddeveloped for residential use around the lake.

d. Overtopping Potential

A storm of magnitude equivalent to the SDF would cause overtopping ofthe dam to a height of 4.48 feet. Computations indicate that the dam canpass approximately 6 percent of the PMF without overtopping the dam crest.Since the PMF is the Spillway Design Flood (SDF) for this dam, accordingto the Recommended Guidelines for Safety Inspection of Dams by the Corpsof Engineers-,th-e spillway capacity of the dam is assessed as "seriouslyinadequate".

SECTION 6

6. STRUCTURAL STABILITY

6.1 Evaluation of Structural Stability

a. Visual Observations

There are no major signs of distress in the embankment of the PinecliffLake Dam. Aside from minor crest distortions of the left embankment dueto random dumping, the alignment of the crest was good. Trees growingon both sides of tile embankment could pose a threat to stability. Eitherrainwater or seepaye flow was observed along most of the toe of the rightembankment. Also, the ground beyond the toe of the left embankment wassoggy and wet. If the flow and sogginess are caused by seepage insteadof rainwater, this could cause piping and eventual failure.

The spillway is in fair condition. Leakage was noticed at a downstreamcrack in the left abutment and in the two adjoining buttress slabs.Spalling was noted on the downstream side of both abutments. There arecracks on the upstream portion of both abutments.

b. Design and Construction Data

No design computations relating to stability were uncovered during thereport preparation phase. No embankment or foundation soil parametersare available for carrying out a conventional stability analysis on theembankment.

c. Operating Records

No operating records are available relating to the stability of the dam.

d. Post-Construction Changes

The crest of the embankment was raised one foot in 1930 to allow for theuse of flashboards.

e. Static Stability

A static stability analysis was not performed on the Pinecliff Lake Dambecause the lack of data on which to base assumptions of materials pro-perties inside embankment zones might produce misleading results, butbased on the findings of the visual inspection, the Dreliminary assessmentof static stability is that it is satisfactory.

(12

f. Seismic Stability

The dam is located in Seismic Zone 1, as defined in the RecommnendedGuidelines for Safety Inspection of Dams, prepared by the Corps ofEngineers. In general, projects located in Seismic Zones 0, 1 and 2may be assumed to present no hazard from earthquake, provided thestatic stability conditions are satisfactory and conventional safetymargins exist, and based on the findings of the visual inspection, thepreliminary assessment of the static and seismic stabilities is thatthey are satisfactory.

13

SE C TIO0N 7

7. ASSESSMENT/REMEDIAL MEASURES

7.1 Dam Assessment

a. Safety

The dam has been inspected visually and a review has been made of theavailable engineering data. This assessment is subject to the limitationsinherent in the visual inspection procedures stipulated by the Corps ofEngineers for a Phase I report.

The safety of Pinecliff Lake is in question because the dam does not haveadequate spillway capacity to pass the SDF (PMF) without overtopping. Over-topping of the dam carries with it the danger of possible progressivefailure of the dam. The present spillway capacity of the dam is approxi-mately 6 percent of the PMF.

No definitive statement pertaining to the safety of the embankment can bemade without acquisition of embankment meterial engineering propertiesand determination of phreatic levels in the downstream part of the embank-ment, but based on the findings of the visual inspection, the preliminaryassessment of static stability is that it is satisfactory.

b. Adequacy of Information

The information uncovered was adequate to perform hydrologic and hydrau-lic computations. The data was insufficient to perform even an approx-imate computation of the stability of the dam. A preliminary assessmentof the dam could be made by visual observation only.

c. Urgency

Carry out a more precise hydrologic and hydraulic analysis of the damwithin twelve months, to determine the need and type of mitigatingmeasures necessary. If required, conduct a study of the means of in-creasing spillway discharge capacity and develop alternatives schemesfor construction. This should include the installation of headwaterand tallwater gages. The ability of the dam to withstand overtoppingshould also be studied.

All vegetation should be removed along the embankment toe in the observedwet areas to determine if the areas noted in the report are seepage areas,and if they are, then observation wells or piezometers should be installedin the embankment to determine the location of the phreatic surface andthe paths of the seepage observed. This should be done within twelve months.

14j

{ The flow of seepage should be monitored monthly to determine its volumeand whether it presents a problem to the safety of the dam.

The existing dam plans and drawings should be annotated and updated toform a coherent as-built set within twelve months.

7.2 Remedial Measures

a. Alternatives for Increasing Spillway Capacity

Alternatives for increasing spillway capacity are as follows:

1. Increase the embankment height of the dam thuspermitting a higher discharge to pass over thespillway and red..cing the possibility of over-topping.

2. Lower the spillway crest elevation.

3. Increase the spillway crest length,

4. A combination of any of the above alternatives.

b. Recommendati on s

1. Repair all cracked and spalled concrete withintwelve months.

2. All brush and trees should be removed from thedownstream and upstream slopes to avoid problemswhich may develop from roots. The embankmentface should then be seeded to develop a growthof grass for surface erosion protection. Thisprogram should be started within twelve months.

3. Remove all vegetation, debris and the largeuprooted tree from the downstream channelwitnin twelve months.

4. Remove all debris from the crest of the embank-ment within twelve months.

5. Replace broken manual controls for the sluicegate within twelve months.

6. Investigate embankment for animal burrows andfill in any burrow holes with impervious mate-rial.

15

The following additional actions are recommended:

I. The owner should develop an emergency actionplan (if one is not already available) out-ligning actions to be taken by the operatorto minimize downstream effects of an emergencyand establish a flood warning system for thedownstream communities within three months.

2. Consider providing additional low-level outletfacilities to decrease the drawdown time.

c. 0 & M Procedures

The owner should develop, within one (1) year after formal approval ofthe report, written operating procedures and a periodic maintenance planto insure the safety of the dam.

16

9

II

(

PLATES

(I

PINECLIFF LAKE DAMNWEST MILFORD TWP.PASSAIC COUNTY, N. J.

NE YR

> 1-- 1

ESSRX(' 4 NUOSO14

zwC-

PHIL ADELP H IA-*

Scale in Miles (Approx.)

0 20 40 60

KEY MAP PLATE I

O/~~ ~F~~G renood Q>. HWT

Q STATE FOREsr

0

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VICINITY MAPKEPLATEM

UNION VALLEY RD.

PINECLIFF N

Dkn g

0

I0 I 2

S cale I e: I MileLEGEND:

DEVONIAN CAMBRIAN

Db Bel Ivale Sandstone 611 Hardyston Sandstone

Dkn Kanouse Sandstone ElI Leithsvi lie SandstoneDm Marcellus Shale PRECAMBRIAN

SILURIAN gh Mostly Hornblende Granite

Sgp Green Pond Conglomerate and Gneiss

Shf High Falls.Formation

Sp Poxono Island Formation

GEOLOGIC MAPPINECLIFF LAKE DAM

____ PLATE 2

4 .... . 4

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APPENDIX A

CHECK LIST - VISUAL OBSERVATIONS

CHECK LIST - ENGINEERING, CONSTRUCTION

MAINTENANCE DATA

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APPENDIX B

PHOTOGRAPHS

(Photos taken on December 5, 1979and on January 21, 1980)

PINECLIFF LAKE DAM

t

Photo I - View toward right abutment and embankment.Note outlet valve, rising stem and standmounted on steel bracket, attached to abut-ment. Also note trees on embankment.(Photo taken December 5, 1979).

Photo 2 - View toward lake from right embankment.Note horizontal crack in right abutment andmissing hand wheel for rising stem sluicegate described in Photo 1. (Photo takenDecember 5, 1979).

PINECLIFF LAKE DAM

Photo 3 - Detail showing 24-inch sluice way outlet inright abtument under spillway. (Photo takenDecember 5, 1979).

( Photo 4 - View looking toward left abutment andembankment. (Photo taken December 5, 1979).

PINECLIFF LAKE DAM

Photo 5 - View of downstream channel looking toward leftabutment. Note uprooted tree laying in channel.(Photo taken December 5, 1979).

4Photo 6 - View of left embankment. Note concrete andcorrugated metal pipe dumped on embankment.(Photo taken December 5, 1979).

PINECLIFF LAKE DAM

Photo 7 - Detail showing crack and spalling, nearspillway of left abutment. (Photo takenDecember 5, 1979).

Photo 8 - View is from left embankment. Detail showingcracks in upstream portion of left abutment.Core wall is visible at left. (Photo takenJanuary 21, 1980).

PINECLIFF LAKE DAM

Photo 9 - View of downstream channel toward spillway.(Photo taken December 5, 1979).

(Photo 10 - View of downstream channel toward Union ValleyRoad, top center. Channel crosses under roadapproximately 300 feet from spillway.(Photo taken January 21, 1980).

APPENDIX C

SUMMARY OF ENGINEERING DATA

CHECK LISTHYDROLOGIC AND HYDRAULIC DATA

4ENGINEERING DATA

Name of Dam: PINECLIFF LAKE DAM

Drainage Area Characteristics: 7.0 square miles

Elevation Top Normal Pool (Storage Capacity): 636.2 NGYD (723 acre-feet)

Elevation Top Flood Control Pool (Storage Capacity): N/A

Elevation Maximum Design Pool: 642.48 NGVD (SDF pool: 1,987 acre-feet)

Elevation Top Dam: 638 ft. NGVD(1,0I acre-feet)

SPILLWAY CREST:

a. Elevation 635 NGVD(concrete weir) 636.2 NGVD (flashboard)

b. Type Broadcrest

c. Width 4 ft.

d. Length 118 ft.

e. Location Spillover Entire length

f. No. and Type of Gates None

OUTLET WORKS:

a. Type 24-inch sluice way

b. Location Through left abutment wall

c. Entrance Inverts 626.1 NGVD

d. Exit Inverts 626 NGVD

e. Emergency Draindown Facilities Sluice gate 24-inch sluice way

HYDROMETEOROLOGICAL GAGES:

a. Type None

b. Location None

c. Records None

1MAXIMUM NON-DAMAGING DISCHARGE: 940 cfs at elevation 638 NGVD

APPENDIX D

HYDROLOGIC COMPUTATIONS

1!

PLATE 1, APPENDIX D-4

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