AD-AI02 672 NEW JERSEY DEPT OF ENVIRONMENTAL PROTECTON TRENTON F/G 13/1

NATIONAL DAM SAFETY PROGRAM. KAMPFE LAKE CAM (NJA0772), PASSAICJL l A GIAN0CW619CA)JUL 81 W A GUINAN DACW61=T9-C-0O1I

UNCLASSIFIED DAEN/NAP-53842/NJOO772-AI/ NL

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BAINLEVEPASSAIC RIVER BASIN

TRIBUTARY TO PEQUANNOCK RIVER,PASSAIC COUNTY

NEW JERSEY

KAMPFE LAKE DAMNJ 00772

PHASE 1 INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

APP "7" - PUPLIC RELEASE;DS .,... ,,V~ DTIC

&ELECTEAUG 1 1 1981

..... T T - -n f.A 'l 'l .

DEPA MENT OF THE ARMY;_,. Philadelphia District

Corps oF EngineersPhiladelphia, Pennsylvania

JULY 1981

81 8 10 100

NOT ICE

THIS DOCUMENT HAS BEEN REPRODUCEDFROM THE BEST COPY FURNISHED US BY

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AS MUCH INFORMATION AS POSSIBLE.

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READ INSTRUCTIONS,,!REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM

I. REPOrTIJMBER ... ' 2. GOVT ACCESSION NO. 2. RECIPIENT'S CATALOG NUMBER

! DAEN/NAP-53842/NJ00772-810 i D 146.' 72-4. TITLE (and Subtitle) S. TYPE OF REPORT & PERIOD COVERED

Phase I Inspection ReportNational Dam Safety Program \ FINAL " I \Kampfe Lake Dam, NJ00772 s. PE Or. fteP NWIERPassaic County, NJ

7. AUT4O -- .145.... .1 0t()

inan Warn.L,/ / (,1 n)Jr DACW6l-79-C-?R1

. "'National Dam Safety Program. Kampf

,. PIEWPmINo ORGANIZATION NAME AND ADDRESS Lake Dam (NJO0772), Passaic River Basin -Anderson-Nichols , Tributary to Pequannock Rivers Passaic150 Casueway St. iCounty, New Jersey. Phase 1 Inspection

Boston, Mass. 02114 Report.

11 CONTOLLING OFFI jEAME AND ADORE§S 2A...P6g"e&eNJ Department 0 Ezvironmental Protection IJuljW 81!Division of Water Resources jP.O. Box CN029 _ . NUMUEROPPAGES

Trenton, NJ 08625 50 kU -J14. MONITORING AGENCY NAME a AOORESS(Il diff.,alt 00m Cgotrollhi Office) IS. SECURITY CLASS. (of this MporF)

U.S. Army Engineer District, PhiladelphiaCustom House, 2d & Chestnut Streets UnclassifiedPhiladelphia, PA 19106 Is. OECLASSIFICATION/DOWNGRAOING

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Approved for public release; distribution unlimited.

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It. SUPPLEMENTARY NOTES

Copies are obtainable from National Technical Information Service,Springfield, Virginia 22151.

19. KEY WORDS (CitEinua r evers eidM Ifne"64in md IdlmttiY b •MOck maxier)

Dams National Dam Safety Program SpillwaysEmbankments Kampfe Lake Dam, NJ SeepageVisual Inspection Pequamock River, NJ Outlet worksStructural Analysis Passaic River Basin, NJ

,4 ASNTUACT t m e bb N w nmiin If Id b. mmi)This 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 preliminarystructural and hydraulic and hydrologic calculations, as applicable. Anassessment of the dam's general condition is included in the report.

D , 10. 3 IoN OFI Nov $,s O,,LR,

SECURITY CLASSIFICATION O THIS PAGE (k Date anfote

DEPARTMENT OF THE ARMY DTICPHILADELPHIA DISTRICT. CORPS OF ENGINEERS Fr| ECTE

CUSTOM HOUSE-2 D & CHESTNUT STREETS

PHILADELPHIA, PENNSYLVANIA 19106 AUG 1 1 1981

Accession ForIN REPLY REFER TO-TIS GRA - - D

NAPEN-N DTIC TAB F]UnannouncedJUstification_

By

Honorable Brendan T. Byrne Distribution/ 8 1 JUL 1981Governor of New Jersey Availability Codes

Trenton, New Jersey 08621 A ADist Special

Dear Governor Byrne:

Inclosed is the Phase I Inspection Report for Kampfe Lake Dam in Passaic

County, New Jersey which has been prepared under authorization of the Dam

Inspection Act, Public Law 92-367. A brief assessment of the dam's

condition is given in the front of the report.

Based on visual inspection, available records, calculations and past

operational performance, Kampfe Lake Dam, a high hazard potential structure,

is judged to be in fair overall condition. The dam's spillway is considered

inadequate because a flow equivalent to 23 percent of the Spillway Design

Flood - SDF - would cause the dam to be overtopped. (The SDF, in this

instance, is one half of the Probable Maximum Flood). The decision to

consider the spillway "inadequate" instead of "seriously inadequate" is

based on the determination that dam failure resulting from overtopping would

not significantly increase the hazard to loss of life downstream from the

dam from that which would exist just before overtopping failure. To ensure

adequacy of the structure, the following actions, as a minimum, are

recommended:

a. 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. In the interim, adetailed emergency operation plan and warning system should be promptlydeveloped. Also, during periods of unusually heavy precipitation, around

the clock surveillance should be provided.

b. Within three months from the date of approval of this report, the

owner should engage a qualified professional conso perform thefollowing:

NAPEN-N

Honorable Brendan T. Byrne

(1) Investigate the cause of the seepage adjacent to the rightwingwall of the spillway and left drawdown pipe, and the soft, damp areas at

the downstream toe of the dam.

(2) Investigate the cause of seepage through the mortared stone

masonry spillway.

c. Within six months from the date of approval of this report, the

owner should engage a qualified professional consultant to perform thefollowing:

(1) Design the relocation of the gate valves in the 12-inch

drawdown pipes to place them at or near the inlets on the upstream side ofthe dam.

(2) Design the installation of a 16 inch gate valve on the upstreamside of the dam to control the low-level outlet.

(3) Design procedures for the removal of trees and brush and their

roots from the downstream slope of the dam.

(4) Design or specify repairs for the erosion of the upstream slopeof the dam and replacement of the displaced erosion protection on theupstream slope.

d. Within 30 days of the date of approval of this report the followingremedial actions should be initiated.

(1) Start a program of periodic monitoring of the seepage and wetarea along the toe of the downstream slope.

(2) Replace flange bolts on low level outlet pipe and paint allexposed steel.

e. Within six months from the date of approval of this report, thefollowing remedial actions should be initiated:

(1) Remove trees and brush for a distance of 25 feet downstream

from the toe of the dam or to the property line whichever is the lesser.

(2) Backfill animal burrows on the downstream slope of theembankment.

(3) Complete the replacement of the service bridge deck.

(4) Clear trees and brush from the discharge channel and on either

side of the spillway discharge channel for a distance of 100 feet from thespillway or to the property line whichever is the lesser distance.

outlet. (5) Repair concrete apron at the end of left side drawdown pipe at

w outlet.mmlIm|

NAPEN-NHonorable Brendan T. Byrne

f. The owner of the dam should develop written operating procedures anda periodic maintenance plan to ensure the safety of the dam within one yearfrom the date of approval of this report.

g. An emergency action plan should be developed which outlines actionsto be taken by the owner to minimize the downstream effects of an emergencyat the dam within six months from the date of approval of this report.

A copy of the report is being furnished to Mr. Dirk C. Hofman, New JerseyDepartment of Environmental Protection, the designated State Office contact

for 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 provision

of the Freedom of Information Act, the inspection report will be subject torelease by this office, upon request, five days after the date of thisletter.

Additional copies of this report may be obtained from the National Technical

Information Services (NTIS), Springfield, Virginia 22161 at a reasonablecost. 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 Inspection Program will be the implementation

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

implement our recommendations.

Sincerely,

M L. BALDWINIncl ;G

As stated Lieutenant Colonel, Corps of Engineers

Commander and District Engineer

Copies furnished-Mr. Dirk C. Hofman, P.E., Deputy DirectorDivision 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 CN029Trenton, NJ 08625

3

KAMPFE LAKE DAM (NJ00772)

CORPS OF ENGINEERS ASSESSMENT OF GENERAL CONDITIONS

This dam was inspected on 23 April 1981 by Anderson-Nichols & Co., Inc.,under contract to the State of New Jersey. The State, under agreement withthe U.S. Army Engineer District, Philadelphia, had this inspection performedin accordance with the National Dam Inspection Act, Public Law 92-367.

Kampfe Lake Dam, a high hazard potential structure, is judged to be in fairoverall condition. The dam's spillway is considered inadequate because aflow equivalent to 23 percent of the Spillway Design Flood - SDF - wouldcause the dam to be overtopped. (The SDF, in this instance, is one half ofthe Probable Maximum Flood). The decision to consider the spillway"inadequate" instead of "seriously inadequate" is based on the determinationthat dam failure resulting from overtopping would not significantly increasethe hazard to loss of life downstream from the dam from that which wouldexist just before overtopping failure. To ensure adequacy of the structure,the following actions, as a minimum, are recommended:

a. The spillway's adequacy shoulQ 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. In the interim, adetailed emergency operation plan and warning system should be promptlydeveloped. Also, during periods of unusually heavy precipitation, aroundthe clock surveillance should be provided.

b. Within three months from the date of approval of this report, theowner should engage a qualified professional consultant to perform thefollowing:

(1) Investigate the cause of the seepage adjacent to the rightwingwall of the spillway and left drawdown pipe, and the soft, damp areas atthe downstream toe of the dam.

(2) Investigate the cause of seepage through the mortared stonemasonry spillway.

c. Within six months from the date of approval of this report, theowner should engage a qualified professional consultant to perform thefollowing:

(1) Design the relocation of the gate valves in the 12-inch

drawdown pipes to place them at or near the inlets on the upstream side ofthe dam.

(2) Design the installation of a 16 inch gate valve on the upstreamside of the dam to control the low-level outlet.

(3) Design procedures for the removal of trees and brush and theirroots from the downstream slope of the dam.

(4) Design or specify repairs for the erosion of the upstream slopeof the dam and replacement of the displaced erosion protection on theupstream slope.

d. Within 30 days of the date of approval of this report the followingremedial actions should be initiated.

(1) Start a program of periodic monitoring of the seepage and wetarea along the toe of the downstream slope.

(2) Replace flange bolts on low level outlet pipe and paint allexposed steel.

e. Within six months from the date of approval of this report, thefollowing remedial actions should be initiated:

(1) Remove trees and brush for a distance of 25 feet downstreamfrom the toe of the dam or to the property line whichever is the lesser.

(2) Backfill animal burrows on the downstream slope of theembankment.

(3) Complete the replacement of the service bridge deck.

(4) Clear trees and brush from the discharge channel and on eitherside of the spillway discharge channel for a distance of 100 feet from thespillway or to the property line whichever is the lesser distance.

(5) Repair concrete apron at the end of left side drawdown pipe atoutlet.

f. The owner of the dam should develop written operating procedures anda periodic maintenance plan to ensure the safety of the dam within one yearfrom'the date of approval of this report.

g. An emergency action plan should be developed which outlines actionsto be taken by the owner to minimize the downstream effects of an emergencyat the dam within six months from the date of approval of this report.

APPROVED:ROGER L. BALDWINLieutenant Colonel, Corps of EngineersCommander ano District Engineer

DATE:

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

Name of Dam: Kampfe LakeIdentification No.: Fed ID No. NJ00772State Located: New JerseyCounty Located: PassaicStream: Tributary to

Pequannock RiverRiver Basin: PassaicDate of Inspection: April 23, 1981

ASSESSMENT OF GENERAL CONDITIONS

Kampfe Lake Dam is an 85-year old earth filled dam with a stone-masonry and concrete capped ungated spillway that is located nearthe center of the dam; the structure is in fair overall condition.The dam is small in size and should retain its high hazard classi-fication. Several large trees are growing on the downstream slopein the left and right thirds of the dam. Considerable erosion andsloughing is noticeable near the crest on the downstream slope tothe right of the spillway. The area at the downstream toe of thedam is damp and soft and some seepage water was discharging nearthe toe adjacent to the left drawdown pipe outlet. Two 12-inchcast iron pipes with high-level inlets serving as drawdowns, arelocated on each end 50 feet from the spillway retreat channel.A 16-inch cast iron pipe provides the low-level outlet locatedjust left of the spillway. All three of these pipes have gatevalves located on the downstream slope or toe of the dam. Thespillway can pass 22% of the 1/2 P14F test flood without over-topping; therefore it is considered inadequate.

It is recommended that the owner retain the services of a profes-sional engineer, qualified in the design and construction of dams,to accomplish the following in the time periods specified: Start-ing very soon: Investigate the cause of the seepage adjacent tothe right wingwall of the spillway and investigate the cause ofseepage through the mortared stone masonry spillway. In the nearfuture: Remove the trees and brush and their roots from the down-stream slope of the dam; design or specify repairs for the erosionof the upstream slope of the dam and replacement of displacederosion protection on the upstream slope; relocate the gatevalves in the 12-inch drawdown pipes to place them at or nearthe inlets on the upstream side of the dam; and install a 16-inchgate valve on the upstream side of the dam to control the low-level outlet; and perform a more detailed hydrologic/hydraulicevaluation of the inadequacy of the spillway and design andimplement necessary corrective measures.

It is further recommended that the owner accomplish the followingtasks of operation and maintenance procedures: Immediately: Start3a program of periodic monitoring of the seepage and wet area along

the toe of the downstream slope; and replace flange bolts on thelow-level outlet pipe and paint all exposed steel. Startingsoon: develop an emergency action plan which outlines actionstaken by the owner to minimize downstream effects of an emergencyat the dam. In the near future: develop written operatingprocedures and develop a periodic maintenance plan to ensure thesafety of the dam; establish a formal surveillance program foruse during and immediately following periods of heavy rainfalland also a warning program to follow in case of emergency condi-tions; remove trees and brush for a distance of 25 feet downstreamfrom the toe of the dam or to the property line, whichever is thelesser; and backfill animal burrows on the downstream slope ofthe embankment; and complete the replacement of the service bridgedeck. In the future: clear trees and brush from the dischargechannel and on either side of the spillway discharge channel forsome distance from the spillway; and repair concrete apron at theend of left side drawdown pipe at outlet.

'arren A. Guin'n, P.L.Project ManagerNew Jersey No. 16348

S!

s~-o

U L-

PREFACE

This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams, for PhaseI Investigations. Copies of these guidelines may be obtainedfrom the Office of Chief of Engineers, Washington, D.C.20314. The purpose of a Phase I Investigation is to identifyexpeditiously those dams which may pose hazards to human lifeor property. The assessment of the general condition of thedam is based upon available data and visual inspections.Detailed investigation, and analyses involving topographicmapping, subsurface investigations, testing, and detailedcomputational evaluations are beyond the scope of a Phase Iinvestigation; however, the investigation is intended toidentify any need for such studies.

In reviewing this report, it should be realized that thereported condition of the dam is based on observations of fieldconditions at the time of inspection along with data availableto the inspection team. It is important to note that thecondition of a dam depends on numerous and constantly changinginternal and external conditions, and is evolutionary innature. It would be incorrect to assume that the presentcondition of the dam will continue to represent the conditionof the dam at some point in the future. Only through continuedcare and inspection can there be any chance that unsafeconditions be detected.

Phase I inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with theestablished Guidelines, the Spillway Test Flood is based on theestimated "Probable Maximum Flood" for the region (greatestreasonable possible storm runoff), or fractions thereof. Thetest flood provides a measure of relative spillway capacity andserves as an aid in determining the need for more detailedhydrologic and hydraulic studies, considering the size of thedam, its general condition and the downstream damage potential.

. S

CONTENTS

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY REPORT

KAMPFE LAKE DAM FED ID NO. NJ00772 NJ NO. 22-180

SECTION 1 PROJECT INFORMATION Page

1.1 General 11.2. Project Description 11.3 Pertinent Data 3

SECTION 2 ENGINEERING DATA

2.1 Design 52.2 Construction 52.3 Operation 52.4 Evaluation 5

SECTION 3 VISUAL INSPECTION 6

SECTION 4 OPERATIONAL PROCEDURES

4.1 Procedures 84.2 Maintenance of Dam 84.3 Maintenance of Operating Facilities 84.4 ning System 84.5 Evaluation of Operational Adequacy 8

SECTION 5 HYDRAULIC/HYDROLOGIC 9

SECTION 6 STRUCTURAL STABILITY 10

SECTION 7 ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES

7.1 Assessment 117.2 Recommendations/Remedial Measures 11

FIGURES 1. Regional Vicinity Map2. Essential Project Features3. Essential Project Features

APPENDICES1. Engineering and Experience Data2. Check List Visual Inspection3. Photographs4. Hydrologic Computations5. HEC-l OUTPUT6. References

I

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY INSPECTION PROGRAM

KAMPHE LAKE DAMFED ID NO. #NJ00772 NJ NO. 22-180

SECTION 1PROJECT INFORMATION

1.1 General

a. Authority. Authority to perform the Phase I SafetyInspection of Kampfe Lake Dam was received from the State ofNew Jersey, Department of Environmental Protection, Division ofWater Resources by letter dated 12 December 1980 under BasicContract No. FPM-39 and Contract No. A01093 dated 10 October,1979. This Authority was given pursuant to the National DamInspection Act, Public Law 92-367 and by agreement between theState and the U.S. Army Engineer District, Philadelphia. Theinspection discussed herein was performed by Anderson-Nichols &

•Company, Inc.

b. Purpose: The purpose of the Phase I Investigation isto develop an assessment of the general conditions with respectto the safety of Kampfe Lake Dam and appurtenances.Conclusions are based upon available data and visualinspection. The results of this study are used to determineany need for emergency measures and conclude if additionalstudies, investigations, and analyses are necessary andwarranted.

1.2 Project Description

a. Description of Dam and Appurtenances. Kampfe Lake Damis a 180-foot long rock and earthfill dam with a concretecore. The hydraulic height is 9 feet and the structural heightis 10.8 feet. The downstream slope is approximately 2H:lV andthe upstream slope is approximately 6H:lV. A 31-foot longbroad-crested concrete spillway is located near the center ofthe dam. The downstream face of the spillway is of stonemasonry and has a vertical drop. An undecked bridge spans thespillway. The dam has a low-level 16-inch diameter cast-ironoutlet pipe through the base of the dam. Two 12-inch diameterflanged cast-iron draw down pipes with trash racks are locatedapproximately 50 feet on either side of the spillway dischargedownstream of the toe.

b. Location. The dam is located in Bloomingdale Borough,Passaic County, New Jersey on a Tributary to the PequannockRiver. It is located at north latitude 410 2.1' and westlongitude 740 20.9' on the Wanque, N.J. Quadrangle. The damcan be reached by taking the N.J. Turnpike to Rt. 46 west in

I9

SI II -1-

Ridgefield Park; take Rt. 46 to Rt. 23 north in Paterson; takethe Newark-Pompton Turnpike in Riverdale north to theHamburg-Paterson Turnpike; turn left and proceed for about 2miles and turn right onto Star Lake Road. Kampfe Lake Dam isabout 1.5 miles north on Star Lake Road. A location map isgiven in Figure 1.

c. Size Classification. Kampfe Lake Dam is classified asbeing small in size on the basis of storage at the dam crest of215 acre-feet, which is less than 1000 acre-feet but more than12.5 acre-feet, and on the basis of its structural height of12.5 feet, which is less than 40 feet, in accordance withcriteria given in the Recommended Guidelines for SafetyInspection of Dams.

d. Hazard Classification. Kampfe Lake Dam is immediatelyupstream of Star Lake Upper Dam. The latter is classified ashigh hazard because failure would lead to overtopping of StarLake Lower Dam. A camp ground is located downstream of StarLake Lower Dam and the loss of more than a few lives ispossible. The failure of Kampfe Lake Dam would also overtopboth Star Lake upper and lower dams, thus it is also designatedas high hazard.

e. Ownership. The dam is owned by the Kampfe LakeAssociation. Mr. Joseph Gara, Kampfe Lake Association, Inc.,Box 10, Bloomingdale, New Jersey 07403 is the caretaker of thedam. He may be reached at the above address.

f. Purpose. Kampfe Lake Dam was built for recreationalpurposes.

g. Design and Construction History. No informationregarding the original plan or design of the dam wasavailable. However, the Kampfe Lake Association estimates thatthe dam was built between 1895 and 1900. In 1974, two twelveinch pipes and valves were installed for flood control andplans for this work were made available.

h. Normal Operational Procedure. Mr. Joseph Gara,caretaker, is required to check the dam daily. He lives at thelake year round and operates the gates as necessary duringstorms.

i. Site Geology. No site specific geologic information(such as borings) was available at the time the dam wasinspected. Information derived from the Geologic Map of NewJersey (Kummel and Johnson, 1912) and Glacial Drift Map of NewJersey (Salisbury, Kummel, Peet and Whitson, 1902) indicatessoils within the immediate site consist of till of glacialorigin.

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The depth to bedrock at the dam site is unknown.Bedrock was observed in general outcrops on the right abutmentduring inspection of this dam. The previously mentioned mapindicates that bedrock in the area consists of granitoid gneissof Precambrian age.

1.3 Pertinent Data

a. Drainage Area

0.85 square miles

b. Discharge at Damsite (cfs)

Maximum flood at damsite - unknown

Total ungated spillway capacity at maximum poolelevation - 201

c. Elevation (ft. above NGVD)

Top of dam - 536.8

Design surcharge (1/2 PMF) - 5.38.3

Recreation pool (at time of inspection) - 535.0

Spillway crest - 535.0

Streambed at centerline of spillway - 526.0

Maximum tailwater (estimated)-530.6

d. Reservoir (feet)

Length of maximum pool - 2700 (estimated)

Spillway crest - 2500

e. Storage (acre-feet)

Spillway crest - 154

Design surcharge (1/2 PMF) - 272

Top of dam - 215

f. Reservoir Surface (acres)

Top of dam - 40 (estimated)

Spillway crest - 25.6

-

g. Dam

Type - earthfill and rockfill

Length - 180 feet

Height - 10.8 feet (hydraulic)

- 12.5 feet (structural)

Top width - 12 feet

Side slopes - upstream 6H:lV, downstream 2H:IV

Zoning - unknown

Impervious core - concrete

Cutoff - unknown

Grout curtain - unknown

h. Spillway

Type - Broad-crested concrete drop spillway with astone masonry vertical downstream face.

Length of weir - 31 feet

Crest elevation - 535' NGVD

Low level outlet - one 16-inch cast-iron pipedownstream invert elevation 526.5' NGVD; upstreaminvert elevation 528.0' NGVD (estimated)

U/S Channel - Kampfe Lake

D/S Channel - Tributary to Pequannock River

i. Regulating Outlets

Type - Two 12-inch cast-iron, drawdown pipes; upstreaminvert elevations 532.7 feet NGVD left and 532.9' NGVDright

Length - 70' feet each

Access - Along crest of dam; all valves are located ondownstream face and toe of dam.

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SECTION 2ENGINEERING DATA

2.1 Design

No original plans, hydraulic or hydrologic data for Kampfe LakeDam were found. However, plans and the dam application (No.634) for the installation of the 12-inch drawdown pipes in 1974were made available.

2.2 Construction

No data concerning the original construction of Kampfe Lake Damwere disclosed.

2.3 Operation

The gates are regulated by Mr. Joseph Gara, caretaker for theKampfe Lake Association.

2.4 Evaluation

a. Availability. A search of the New Jersey Departmentof Environmental Protection files and contact with arepresentative of the owner of the dam revealedadequate information. All available information wasretrieved.

b. Adequacy. 'Data obtained from visual observation andthe 1974 plans were adequate to complete this Phase 1Inspection Report.

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SECTION 3VISUAL INSPECTION

3.1 Findings

a. Dam. The crest of the dam is partially covered withgrass with many areas worn bare because of pedestrian traffic.Some erosion and slumping has occurred on the upstream facewhich has caused displacement of portions of the riprap cover.

Considerable erosion and sloughing near the crest hasoccurred on the downstream slope to the right of the spillway.The surface is covered with grass and small brush. Severallarge trees are growing on the slope to the right of the right(west) drawdown pipe and to the left of the left (east) pipe.The area at the downstream toe of the dam is damp and soft andsome seepage water was discharging near the toe adjacent to theleft drawdown pipe.

Several small animal burrows were observed on thedownstream slope.

b. Appurtenant Structures. The upstream concrete ungatedspillway wingwalls show evidence of vertical displacement of upto 1.5 inches as noted on the left side of the spillway.Downstream from the spillway crest, the wingwalls are comprisedof mortared masonry stone blocks. The masonry wall hascollapsed near the toe on the righthand side. Seepage wasnoted flowing from between the blocks near the base of thewall. The flow varied in color from clear to slightly cloudywith no evidence of suspended fines. Several large stoneblocks were observed on the bottom of the discharge channelnear the toe of the vertical downstream face of the spillwaywhich may be the remnant of a spillway apron. The wide crestof the concrete spillway is generally spalled and erodedexposing the coarse aggregate. Numerous leaks were observed inthe downstream face of the spillway (mortared, masonry). Thetwin steel beam set in place for the service bridge are surfacerusted.

The low level outlet valve located adjacent to the spillway islocated on the downstream end of the outlet pipe. All flangebolts except four (4) are badly corroded. In addition, thevalves for the 12-inch drawdown pipes are both located abouthalfway along the pipes on the downstream face of the dam.

c. Reservoir Area. The watershed above the lake isgently to moderately sloping and wooded. Slopes on the shoreof the lake appear stable and some cottages are located nearthe waterline. No evidence of significant sedimentation wasobserved.

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d. Downstream Channel. The channel meanders downstreamfrom the spillway and erosion has occurred on the right andleft sides of the channel for a distance of approximately 200to 300 feet. Trees are growing within the confines of thechannel as well as on the banks. The channel discharges intoUpper Star Lake Reservoir.

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L--_ _

SECTION 4OPERATIONAL PROCEDURES

4.1 Procedures

No formal operating procedures were revealed. However, thecaretaker is required to visit the dam daily. He operates thegate valves as necessary during storms.

4.2 Maintenance of Dam

No formal maintenance procedures for the dam were found.

4.3 Maintenance of Operating Facilities

No formal maintenance procedures for the Qperating facilitieswere discovered.

4.4 Warning System

No description of any warning system was found.

4.5 Evaluation of Operational Adequacy

Because of the lack of formal operation and maintenanceprocedures, the remedial measures described in Section 7.2should be implemented as described.

r

SECTION 5HYDROLOGIC/HYDRAULIC

5.1 Evaluation of Features

a. Design Data. Because no data were revealed, anevaluation could not be performed.

b. Experience Data. No experience data were found.

c. Visual Observation. The structural condition of thespillway is described in Section 3. An additional hydraulicobservation is that the three gate valves of the drawdown andlow-level pipes are located on the downstream side of the dam.Should one or more of these pipes rupture, the water underpressure within the dam could cause a breach or serious erosionof the embankment.

d. Kampfe Lake Dam Overtopping Potential. Thehydraulic/hydrologic evaluation for the dam is based on aselected Spillway Design Flood (SDF) equal to one-half theProbable Maximum Flood (PMF) in accordance with the range oftest floods given in the evaluation guidelines, for damsclassified as high hazard and small in size. The PMF wasdetermined by application of a 24-hour Probable Maximum Storm(PMS) of 27.0 inches to the SCS dimensionless unithydrograph. Hydrologic computations are given in Appendix 4.The routed half-PMF peak discharge for the subject drainagearea is 2279 cfs.

Water-will rise to a depth of 1.8 foot above the spillway crestbefore overtopping the low point on the dam embankment crest.Under this head the spillway capacity is 201 cfs, which is lessthan the selected SDF.

Flood routing calculations indicate that Kampfe Lake Dam willbe overtopped for 5.4 hours to a maximum depth of 1.5 feetunder half-PMF conditions. It is estimated that the spillwaycan pass 22% of the half-PMF without overtopping the dam; thus,the spillway is considered inadequate.

Kampfe Lake Dam is upstream of and tandem to two dams, StarLake Upper and Lower Dams. Star Lake Upper Dam was designatedas high hazard based upon the fact that its failure would leadto the overtopping of Star Lake Lower Dam downstream. Thiscould lead to severe damage of three structures just downstreamof Star Lake Lower Dam and possible loss of more than a fewlives (downstream area is a camp where the structures are used

part of the year). Breach analysis of Kampfe Lake Dam results

-9-

in a stage on Star Lake Upper Dam reservoir of 533.1 feetNGVD. This is 0.1 foot higher than the 1/2 PMF stage used astest flood for Star Lake Upper Dam. The routed discharge atStar Lake Lower Dam is greater than that caused by failure ofStar Lake-Upper Dam. Four or five seasonally occupied cottagesaround Star Lake Upper Dam would have flooding up to theirfirst floor elevations and the potential for additionalproperty damage. Thus the flooding and damage caused byfailure of Kampfe Lake Dam, being even more severe than StarLake Upper Dam, cause it to also be classified as high hazard.

e. Drawdown Capacity. Assuming that the low-level outletand drawdown pipes currently in place are in operablecondition, it is estimated that the lake can be drained inapproximately 8.7 days assuming no significant inflow. Thistime period is marginal, but adequate, considering the smalldrainage area for draining the reservoir in an emergencysituation.

-10-

SECTION 6STRUCTURAL STABILITY

6.1 Evaluation of Structural Stability

a. Visual Observations. The soft and damp area at thedownstream toe of the dam and seepage at the toe of the rightwingwall of the spillway and to the left of the left gatedspillway discharge pipe is indicative of seepage through andunder the dam which, if not properly controlled, could lead tofailure of the dam by piping or sloughing of the downstreamslope. Erosion of the upstream slope of the dam which hascaused displacement of the riprap at and above the waterline,which, if allowed to continue, could result in eventualbreaching of the embankment. Parts of the crest of the damwhich are bare of vegetation would be susceptible to erosion ifthe dam were overtopped. This might, in turn, lead tobreaching of the dam.

Trees growing on the donwstream slope and toe maycause seepage and erosion problems if a tree blows over andpulls out its roots, or if a tree dies or is cut and its rootsrot. Small erosion sloughs and scarps, which are bare ofvegetation, on the downstream slope near the crest aresusceptible to erosion by rainfall or by overtopping of thedam; the erosion could, in turn, lead to breaching of the dam.

6.2 Design and Construction Data. No design or constructiondata pertinent to the structural stability of the dam areavailable.

6.3 Operating Records. No operating records pertinent to thestructural stability of the dam were available.

6.4 Post-Construction Changes. The 1974 Dam Application #634and accompanying plans were made available for the installationof two 12-inch drawdown pipes.

6.5 Seismic Stability - This dam is in Seismic Zone 1.According to the Recommended Guidelines, dams located inSeismic Zone 1 "may be assumed to present no hazard from

earthquake, provided static stability conditions aresatisfactory and conventional safety margins exist." None ofthe visual observations made during the inspection areindicative of unstable slopes. However, because no data areavailable concerning the engineering properties of theembankment and foundation materials for this dam, it is notpossible to make an engineering evaluation of the stability ofthe slopes or the factor of safety under static conditions.

-11-

SECTION 7ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES

7.1 Dam Assessment

a. Condition. Kampfe Lake Dam is estimated to be 85 yearsold and is in fair condition.

b. Adequacy of Information. The information available issuch that the assessment of the dam must be based entirely onthe results of the visual inspection.

c. Urgency. The recommendations made in 7.2.a and 7.2.bshould be implemented by the owner as prescribed.

d. Necessity for Additional Data/Evaluation. Theinformation available from the visual inspection is adequate toidentify the potential problems which are listed in 7.2.a.These problems require the attention of a professional engineerwho will have to make additional engineering studies to designor specify remedial measures to rectify the problems. If leftunattended, the problems could lead to failure of the dam.

7.2 Recommendation/Remedial Measures

a. Recommendations

The owner should engage a professional engineerqualified in the design and construction of dams to accomplishthe following in the time periods specified.

Starting Very Soon:

(1) Investigate the cause of the seepage adjacent tothe right wingwall of the spillway and leftdrawdown pipe, and the soft, damp areas at thedownstream toe of the dam.

(2) Investigate the cause of seepage through the

mortared stone masonry spillway.

In the Near Future:

(1) Relocate the gate valves in the 12-inch draw-downpipes to place them at or near the inlets on theupstream side of the dam.

(2) Install a 16-inch gate valve on the upstream sideof the dam to control the low-level outlet.

-12-

(3) Remove trees and brush and their roots from thedownstream slope of the dam.

(4) Design or specifiy repairs for the erosion of theupstream slope of the dam and replacement of thedisplaced erosion protection on the upstreamslope.

(5) Perform a more detailed hydrologic/hydraulicevaluation of the inadequacy of the spillway anddesign and implement necessary correctivemeasures.

b. Operating and Maintenance Procedures

Immediately:

(1) Start a progam of periodic monitoring of theseepage and wet area along the toe of thedownstream slope.

(2) Replace flange bolts on low level outlet pipe andpaint all exposed steel.

Starting Soon:

Develop an emergency action plan which outlinesactions taken by the owner to minimize downstreameffects of an emergency at the dam.

In the Near Future:

(1) Develop written operating procedures and aperiodic maintenance plan to ensure the safety ofthe dam.

(2) Establish a formal surveillance program for useduring and immediately following periods of heavyrainfall and also a warning program to follow incase of emergency conditions.

(3) Remove trees and brush for a distance of 25 feetdownstream from the toe of the dam or to theproperty line whichever is the lesser.

(4) Backfill animal burrows on the downstream slopeof the embankment.

(5) Complete the replacement of the service bridgedeck.

-13-

In the Future:

(1) Clear trees and brush from the discharge channeland on either side of the spillway dischargechannel for a distance of 100 feet from thespillway or to the property line whichever is thelesser distance.

(2) Repair concrete apron at end of left sidedrawdown pipe at outlet.

II

-14-

idNv,

41 St.

ML

UwT Union a F no sland

Wanta ,ecole"ille

q'A Jf

wens lenwood arwickQuarryville

RES Ljbwtyvill* us7 1 Vrt S TO 94

14 All $17 5.S

- / =4 saiwood u6stor. , 7:: :'Si.dy -mbsock GrangePlu

Sunel

1bPh-V

Leivisbu 9 LakM F.k 0 1 11AFran ford , -q z

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Hamburg

0 grinchirilie., /M Hewitt ,fw tGArorth A

c UTATf'

,,,Chur

fiardistonville

as

'Augusta 'Iwoh pi..hff 163 M [ford

OSS -.EleaveCOT. Monrpb - La a Sto CdwFranki Ni,tU a 4 F.1W

:4 UpwHanWt n St h I tMacopin94 Ir !, OErskinriswood 01

'Alt, DON Bosco ilk.0

cwl 9 n 0 !t J jNewto and .0. - -

anagr-N fj

MiSph d -Lake ,DAM LOCATION 41T b rg

Mcoh._611t It. hawk 1 71"". Grgt"4oqd-

WoodsloCk Laipb"S - /f. .

%,wet ,'iw ;0 Migh.- . , : 'i - Jetferson .::,date 1; '- tan -it

K ne dn,Muni He, 3711 -Z. awk, 10 01111pon I

j lainst .1 MCA;04 -7<, /'pequ9Of=R

L)am I Z

L.6 ToB ram Wayr

patell"I Moushl. zBkol' at ,AL :4*L Aft mi viewt.0 dot=' s,3 h4l e

pe0

Dea'or'.A. "O"Tco Loa I z awa tile"

STATT ItL 1<0 oyntaiq0 over, -46

udd victo 1)IR .4Ledgem F is

i2 t 5, 1 0 -A,Anderson- NiChOIS COL, In r- U.S.ARMY ENGINEER DISTPHLADELPH!

CORPS OF ENGINEERSsomm MASSAC"USETTS I P"LAIDELPHIA, PA.

NATIONAL PROGRAM OF INSPECTION OF NON-FEDLDAMS-SCALE IN MILES

0 4 KAMPFE LAKE DAMLOCATION MAP

MAP BASED ON STATE OF NEW JERSEYOFFICIAL MAP &GUIDE. I TRIO. TO PEQUANNOCK RIVER NEW JERSEY

ISETLE: 1-. 4 Miles Approa.I DATE: MAY 1981

A -0 n- 16 " Intake

4LATOP OF DAM TOP oOFa

To. f Slpe_

Tooo lp e

F4L4 TV~%

cS7ILLWAY

KAMPFErLAKE1DA

TR2a TO LEUNOI RIERNEpeSE

PLANTOSCL

GIRDERS~I I'UR

-WS.

EARTH FILLED DAM

SECTION A-A

!,,,y.Woden Bridge

6"Concrete Spillway Kampte Lake

Ori asonry

Stream. Bed LDarn

SECTION B-B

Concrete Seal

r I Screened InletI Wol Collor---&

Conc.Cradle

Anti-Seep Collila

PIPE DETAIL

Anderson- Nichols 8 Co,lnC U.S. ARMY ENGINEER DIST PHLADELPH2A

NATIONAL PROGRAM OF INSPECTION OF NON-FEQDAMS

KAMPFE LAKE DAMX- SECTIONS

TRIB TO PEQUANNOCK RIVER NEW JERSEY

APPENDIX I

ENGINEERING AND EXPERIENCE DATA

KAMPFE LAKE DAM

I0

Doe Aaiu W 61

4- P.. Ik A11 .q4..1.19L& m* s ~ae

Coai.No *s" a. bae&owWb e'21aP. ogrs PiAL.fi*M.I~ .95. Pefq ml wgdg

P"060 of d"bearo~ Two of? doneeal.eem Rocksgg andw earth. tile wihsr* 8..he *. ImebvI . epteLake ~ ore wallg

Leewee 2? ia 3 * 7. 2 * 040 1

Ilevet,.. ofl.. IA. 535.041 0" Tpose siope III.S e

Tepoaof apalice Wroad Cret Drop

O.'esa 49ea05. 650 eCg. Ieee p.r wloc z 100emt. po a ail.

C' NeHode as I-h deee leed Ro- 3.61 Iepg. will evertp eabanaat.

F,ee1ee4 Nonea om Top of imas 2.0 ft. above spillwaq elevation.

Me-.,. 10.11.ey .maaoia de "Oaek) . 350 evIW #. fepor seand

-. 1 Jl see. I. see4qe.

N0.a~ *&or, Iko% .pl.e, Yome

OO~P 61ed 6V 'I .18 faldo I~f LAMociet, IRWe

x" Pp-

t)I MA Is - u

Nam 0"Ailp.

i:i' NIr 10T flt ?" i 'A'V'r.1e '!j" r.tL;

w i. Ap n -,'-qent A:~. oo4! tr rr~tn J/ 7/?

- ~~11 irkin

lv. 'i 'r" * "ic "

c.. rl7

1. n lSrill~ rso rmli

it . Ilk

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-- 0 ~ix

Atem.a am"g Me~ km. 7u.'fmfm

fts~~~~a Va 1.i3n mid I

of0-44Awam In the Dwv-vI of Pko=CIjwble. fulwsie rmt. r~w 3ure.

ARMIrrwotj.,itin of the cW" m~,I py a rnrmvw of' avy oltAff bwK"("te4thadom a" bar'ms""p rotnto th"I~ the w.iv" m uhftn*. sikm

ramt ~ttnim Tr"n t~t a MXr-t^ qoxt Wki aa %,*YA~ (Ataa

*hccY ttkv h %mtR .om t.m& of ftk a Atenfot

WMFrA @a 460

S.V- Way I,,.

Dir C*W&'..RaI, xktatfodr~

.........

MA

lhwomat So sett 1 311-t) of the Revised statut~ss

Permiso Is harobw grated tLO

o-aiq kmiwm Jr.* seen"" *1

aislovwos NJ

.1 ~to draw Ott the vaters Ot "t LAM~, lcsteat OS O~e'vl Ave..

m taIujdaloo PJ* "der th. nprvlm of Umoomvtlan Otnte Art~*

Waaftla Ptrtid mbees 'Dfe taken to poes t the destractiam at

Tau wrmi is leaved or' t Diviaa or nlab, own md

UMblfb~rIiS ta Of 53R0 p~OfS OI.15gif 4 5 "ag PsiftCI U~ft

wo wRuIM esiiaa He 15, 1976.

es WFtiL~staLb.We A*GM1kOV

4),

%C

,'0 0Oem No. 534

Kampfe Lake

Ilpectito Report

October?, 17S

At about 1030 hours an Inspection of the spillway and embankment of thedan was made in company with Mr. Kitchell, Contractor, who installed thetwo new |. 5m... wawdown lines.

The inspection was made at the request of Mr. Kitchell since some pe"?Itof the tampfe Lake Association were Intimating that the Seepage throughthe dam was due to Le disturbance Caused by Mr. Kitchell during his con-strsction of the drawdown lines.

Mr. Kitchsell noted that at neither end of the dam eobankcent during hisCut through the embankment did he encounter the core will shown on theapproved drawings.

Also, a caseful investigation of the upstream face of the embankihent undarthe small riprap, Indicated a multitude of small voids and slumps under theriprap. The major portion of thv embankment appears to be sand and graveland It Is the opinion of the writer that the poor compaction and materialof the original embankment has led to multitudinous seepage paths developing.

Recoaendations Possible:

1. That a core wall be Installed. (Qhi. is not fe4sible crt wise)

2. That pressure grouting of the entire structure be undertaken. (Thi alsomay not be logical conclusion)

3. That a clay blanket And heavy ri rap be Installed on the upper face ofthe entire embankment and spillway along with pressure grouting of thespillway section.

1J

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fanuary 31. 1974.KemPfe Lake AssociationKeimp)f@ LakeBloomingdal. W J , ..

Attention: George Monroe. Jr.Gtm KaRe fe Lake Dam Application No. $34

Gentlerien:

This Is with reference tW the proposed replaceeent.of en existing 16" drainage structurewith twin 1?' C.t. pipes, one on each side of the existing spillway of the Kampfe LakeDam. across an unnamd tributary of the Pequennock giver located 3.000 feet downstream orsoutherly of Glenwood Avenue in tho Borough of Bloomingdale. Passaic County, *lw Jirsoy.

Preliminary review of the proposed work indicates that soe revisions and/or additional

information will be necessary as follows;

1. The min(mum sizi C.i. flanged pipe and gate valves should be tw-nty-four Inches.

2. Anti-seep collars should be provided at poifnts about 10 feet downstream from theexistig core waill On both proposed pipes. The collars should form waterstightJoints with the pipes and extend a ,,inis of 3 feet from the periphery of the pipes.

3. All elevations on the drawings shuld be referenced to the !LJ USGS datum.

4. The outlets of both pipes should be at a 45 degree angle to the centerline ofthe chanowl and be provided with splash aprons and wingwalls.

S. The outlets should be placed so that they are no closer than 25 feet from the

centerline of the downstream channel.

6. A sheet of specifications should be provided detailing the appurtenant works andmaterials to be used.

Upon receipt of revised. signed and sealed drawings'in quadruplicate Conforming to thecited criteria, your application will rerelv final review.

Very truly yo "'(

eirk C. lftiian. P.C.Chief. bureau of Water Control

Wt: Inb

,,- (2-,

,'___,_._.__,' ."""'I * '- ! , ... t, : .~ ; '

II,' .-,.--

0. WALDO MtUDSW0-1,AGSOCIATeS. ING. rt

Noveer 29, 1974

Mrw. Williall, F. Iio rm.)epaetmti t of Env (rorinental Protect ionrP. aox ivigTranto . .6'S

Its. ..asmpe Lots '.uuucteo aten.III O W DO1 Ongda., N.J.

ial .ppli(cation VOrit .'

. 634

Pear MIr. Aqicr":

7418 to to certify Viat the above proJect has beun constructed

in CCI orhul,,ct with the drawtnv~e an.I OpCCI'C~ftiOnm AS approved.

The Coni~tr.&tor s-irted cotistric~ tiv on ')ve.bbr fl, 1974, and

cmpletwA tho Installation an lovarabor 19. 174. The 'or!. was

inspected 0tt a disity bollis by this africe.

Very truly your*,

£0. I.'ALPJ ItL)E It ASSCCXATCS, IC.

cc: M'r. Joe Cars

',' hleie t cetifytha th aboe pojec Fie bca €nltr~l~~ld/(:

'.' it clt.'o~hau + v th t e d ayt n~s lml Sl t£|¢ tfo~a a ap rov 4.

4 --- Iollco tre 0|l~'l|Ol01"~orle elJ4 it|¢o~n ).t~d h nnt*l~h tlonon Iovmlbo lq.1;7 . l'll or!:++ah (

a nl C e . od ly b1t y t i £'c .€q ...

0 0

2/t ,Jv~t/ 6 ..,,, '7/W /t. ,4,e .>.,<.><~-.,. "~ I

i7e

S-,f Ao " ,

--P -.

t

t4,

h

i-

Ca cI. :.r..

-. ~.J VA INn~Ik

~~PP:r,:r.4 G!If~e~tf t60-1 inch twr d14"11 ha.. and VAIV83, 0118 on

OA.r1 aSJO OC tit,. teohtjnf UpljWu.y of imlfa i..k. r... iifrI inwfr!.4* tribitary of Uie r..sq4tamomt :tlve- 1o,.1t.04I ,'cc r*A.di ltro,.1%o wiI4r-,..iy or li...tl.I Avnv,. in the Inorit-wh of

.II 4.. ')V. l.* 4OA j - .OS, 1

* ,.F ILL i rI~.j T :S rl j'

14*

WAIPI!t LAKLUDan 'lumbor 614Passaic Counaty

Inspe.ct Ion .1 611ort

On Mlay ZI, 1914 an inspection was made of Kampi. Lake

"dm o s an utomed tributary iocstol S0U!J feet down-:" rtra or ou tr of Cleitwild %venue in the borough

of Boomngdle. asssicCounty.

down lines and valves, 3ne on cacti side of ti exzistang

Th lc radItio1a of the total -- hiankricnt, spill way jjwiaatwaiils Is good with nao oviaicncu nf 4eofvets thatmight need etiaper.

11he enharkment to shout .iAAjcu..jjnhI% jath a top widthor from V1 to 12 feat. L0p1tr',ar sit' xtot.d is abnotI 0.1 J and rkirapi'cd witht tin evIioca( of rosion troeswave actiort; vownstream side alono is about I on Iw, it no soolpane or loakina aviIa'tt. Vio general oaition Of the lPatr03M anl IoWr.StC'I'n Wigaliis1 and theOspil.iy is rom,. 'ile downstroan vinqwaiia andJ atil-wa'- 4ro nortaro.i stuor with a concrete canpu i I wasection.

"oeral taaqnarr Ia tao are ii fairly stoop anJWarra it t s t . usa of 'sartli Jerse), Ctirvo fnr run-offcalctlit to~n%. lic o tarfaci -iron of 0;ao halo ait aI~oute

ID ~ 3 Si crvs with an aapn troam todacs of water.

Pr inc ipal in:in"C rT Oham Analysis 'mction

WI:aa:L:C:3

cc: 1r. Dirk C. lofatan ~.

low'

PLUIN* RIE

DAMS IN NEW .JERSEY-REFERENCE DATA No-2

'5 2

e

0,,, S alv~tion Aray Inc. IAJJmo 122 W1.14th.t t lY.C. t .

5' CO%'5TllUCTIONe Dm~a About 1900 ti, .h.,. Star 3*a ttY Razor Co.H:.M taueo* branch - ribaryn to requaiiool River

DRlAINAGE OINa Area (.6 s.9raa l~ivscrlpal.nhly-Vood*d.

D.,oci5Is)IS of waltay bt.I JStep. uni bi t d. nd. pond Immediatelyr below.

PAMAGEFRlO*I FUtUREs I'wb~btf 14on1

Pup. Recreation Tip, Dry ruabble wall and earth S1l1.

Top 10

Jar 112 yo.aa~a.'eVrtIcal 'balunse lC. vol.

51ILLWAY ITyp. Concrete weir I'gi 49.5 ftIl.pthaWowa 1 u l ao l 01w .5 ht. q..5p~ciay 700 .. pr &+4 mit.

ML"U4V0AIH C.r..ly m',il alo. Arc.. "sC. Lvntih tItasiva. On~e 18" soncrett pipe with wood Sets which cannot

Rmr$ be operated.

Inspection and cont.Vajor lirInIty. . J.U.S. mto 7/14/'27

U ~ ~ T f! J ajT APA.Z PrUA2IINOCK RIVER

DAMS IN NEW JERSEY- kEFERENCE DATA No. .J's5i.-

5teot.a~,Slvatian Ar3V Inc. AJ,,2 7.1t.tMYG

Ne i StBar Lake lo.2 County L'orria ".I, 22.35.7..5.2

CONtJTRLCTIOtNi U. About 1900 Siy,.h.,', Sti~t safety razzr Co.ta1mm:oelesm PrAnch 1 *ibttvI Pelquanocc River

.. escreation Top, Rubble imileonr.grevay iectlon.

close moaio

saidLenath 17 (t. MAX. WONh Is , Ijt. u~ Top 4.5udUr.Icrem .I.Sa* 13.%wtn.a, Lp. volmotoe Co.. Y*.l

SIP biILLWAY a Tvgre Two caionty notchs isval. 1230 1.24 0 54 as

D~~aai.....vfr1I, 0.9 i'~t. C4.1i Ice C..Lav.

Ita5i1fV0)2It C-a.cV I2. psa. %rx acm". I Onjisl ff.

tac. 1 -12 Cttst Iron rlpt to water sull lw

...... Inspeotion 4/1 aDJw 0

,1, 0 . .

c V2

SIR

cu 5)J 1a>(~ erpM-

DAM INNW-AE RFRNEDT O -1

I)NAI$4 DAMS IIANN NEWs Lit E-CFREC *ATA list 1hO 1111'

4/ 4 * IlAINA' AFRO Fl A ILU E As.. I * . ag.A I. 10tAc Ijti

i)s.smca cialt bl . 1a .lshes~ 46u It. . (.am ar. * * tI a It

SLWAY:(, Typel .7!UKI Lent,.l4 =. Ith oJ.l~

" Q.n~~sm ..... L p I

RESERVOIR:s Ctc ity. Willeht~ 6 . I. Arc& . 0 sd e . b a s eh . It.

* ~ lt ....W V ue I ~ z . . . .. ...g.... .................lhpth ale. apt.I ~aare~.@re Cli *l~'It .......s............. upw .a.

tat oo .~s t .. ....... . . ..

....fi .....,k .. ... ... ... . .... ... .. ...... ... ..........._ . .

I.Spurca *I dat .. N ~ hte9_1 84 " nnta!A18 0 !. Z. C 4 .MP Dew .. //

.02P

APPENDIX 2

CHECK LIST

VISUAL INSPECTION

KAMPFE LAKE DAM

CLa

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44.

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in 0 00 -)um 3- 0) 3.LA

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0 4-1' C. DL M

0)Ev U)A 0 4L) 3E a. L- MC- -0 > CL '-lv -

0) 0 413 0 3:)U 3U 0 l1-U 4- C) L- W LE Z

C- 4 t 3 .E' U W -M 0

4 G) 0 %- m L. 0 m 0.0

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ENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: 0.85 square miles, steep slope, woods,homes

ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 535' NGVD (154 acre-feet)

ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY) Not applicable

ELEVNTION MAXIMUM TEST FLOOD POOL: 538.3' NGVD (1/2 PMF)

ELEVATION TOP DAM: 536.8' NGVD

SPILLWAY CREST: Free overflow concrete spillway

a. Elevation 535' NGVD

b. Type Broad crested concrete spillway with vertical drop

c. Width 7 feet

d. Length 31 feet

e. Location Spillover Center of dam

f. Number and Type of Gates None

OUTLET WORKS: Two high-level draw-down pipes (with trash racks);

one low-level outlet pipe

a. Type Two 12-inch cast-iron and one 16-inch cast-iron flanged

pipes.

b. Location High level pipes are 50 feet on either side of

spillway; low-level outlet is about 10 feet left (east of

spillway

c. Entrance Inverts High-level: Left 532.7' NGVD; Right

532.9' NGVD low-level 528' NGVD (estimated)

d. Exit Inverts High-level: Left 527.0' NGVD; Right 527.4'

NGVD low-level 526.5' NGVD

HYDROMETEOROLOGICAL GAGES: * None

MAXIMUM NON-DAMAGING DISCHARGE: 201 cfs

APPENDIX 3

PHOTOGRAPHS

KAMPFE LAKE DAM

April 23, 1981

View looking u/s from below dam at overflow spillway

April 23, 1981

View looking west over spillway and bridge girders

3-1

February 17, 1981

Upstream face looking into high level outlet intake and barscreen for 12-in pipe on right (west) side of dam.

April 23, 1981

Head wall and 12-in CIP on viest (right) side looking up alongcover over pipe to dam crest~. Valve box located on d/s side

j ~just below crest.3 -

I | l I -

April 23, 1981

View of cracked concrete anchorage for cantilevered walk usedto raise and lower screen over blow-off pipe inlet.

April 23, 1981

View of 16-in pipe and valve (blow-off) near d/s toe of dam.

3-3

April 23, 1981

View of downstream channel

3-4

APPENDIX 4

HYDROLOGIC COMPUTATIONS

KAMPFE LAKE DAM

I !('> , /-

*2' 7~r

-9

I IQV

LAKE1AM KAPF AM0 /

BLOOMINGDALE BORO, NEW JERSEY

REGINALVICIITY MAPMAP BASED ON U.S.G.S.Z.5 MINUTE QUADRANGLEMAY 1981SHEET WANAQUE, N.J. 1954, REVISED 1971.

DEPARTMENT OF THE ARMYPHILADELPHIA DISTRICT, CORPS OF ENGINEERS

.PHILADELPHIA, PENNSYLVANIA

AE e.efe & Com90i. Inc. M*TOP4,NA

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APPENDIX 5

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APPENDIX 6REFERENCES

KAMPFE LAKE DAM

APPENDIX 6REFERENCES

KAMPFE LAKE DAM

Anderson-Nichols & Co., Inc., Star Lake Phase I Report,National Dam Inspection Program, February 1980.

Chow, Ven Te, Open Channel Hydraulics, McGraw Hill BookCompany, New York, 1959.

King, H.W. and E.F. Brater, Handbook of Hydraulics, McGraw HillBook Company, New York, Fifth Edition 1963.

Lewis, J.V. and H.B. Kummel (1910-1912) Geologic Map of NewJer s, revised by H.B. Kummel, 1931, and by M.E. Johnson,950. New Jersey Department of Conservation of Economic

Development Atlas.

Salisbury, Kummel, H.B., Peet and Whitson, Glacial Drift Map ofNew Jersey, 1902.

Schway, G.O., R.K. Frevert, T.W. Edmister, and K.K. Barnes,Soil and Water Conservation Engineering, The FergusonFoundation Agricultural Engineering Series, John Wiley andSons, Inc., New York, 1966, 683 pp.

U.S. Army Corps of Engineers, Hydrologic Engineering Center,Flood Hydrograph Package (HEC-I) Users Manual Preliminary,Davis, California, March 1981.

U.S. Department of Agriculture, Soil Conservation Service,Urban Hydrology for Small Watersheds, Technical Release No. 55,Washington, 1975.

U.S. Department of Commerce, Weather Bureau, "SeasonalVariation of the Probable Maximum Precipitation East of the105th Meridian for Areas from 10 to 1000 Square Miles andDurations of 6, 12, 24, and 48 Hours", HydrometeorologicalReport No. 33, Washington, 1977, 816 pp.

United States Department of Interior, Bureau of Reclamation,Design of Small Dams, U.S. Government Printing Office,Washington, 1977, 816 pp.

U.S. Department of Interior, Geological Survey, 7.5-MinuteSeries (topographic) maps, scale 1:24000, Contour Interval 10feet: Wanaque, New Jersey, (1954).

Viessman, Warren, Jr., J.W. Knapp, G.L. Lewis, T.E. Harbaugh,Introduction to Hydrology, Harper and pow, Publishers, Newr York, Second Edition 1977, 704 pp.

DAT

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