,A-A~g8 52 NEW JERSEY DEPT OF ENVIRONMENTAL PROTECTION TRENTON F/6 13/13NATIONAL DAM SAFETY PROGRAM. BRIANT PARK DAM (NJO0784). PASSAIC--ETC(U)MAR 81 A PERERA DACW61-79-C-0011

UNCLASSIFIED DAEN-NAP-53842/NJO0784-81/ NL

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I(O' P' I[OU1N .1(tI R1

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MIC ROCOPY RESOLUTION HIES CHARI

JASSAIC RIVER J ASIN-6IVAN WINKLE BROOK,.JNION OUNTY

jEW JERSEY

BRIANT PARK DAM(N

PHASE 1 INSPECTION REPORT' INATI0N A- r--A ~ e~~

IDTIC tauU I Ui:.jSZ:LECTE .

, MAY 5 1981

A _

DEPARTMENT OF THE ARMYPhiladelphia DistrictCorps oF Engineers

_Philade hi, Pe syIve nia_ -l 1 ( } V

('1 MAR

-- -- -- ---- -- --- -- ---- -- -- -

SECURITY CLASSIFICATION OF THIS PAGE (Wlhm DOe ESnere

REPORT DOCUMENTATION PAGE BEFORE Cn FORM

I. REPORTNUMBER 12. GOVT ACCESSION NO. S. RECI NTS CATALOG NUMBER

DAEN/NAP-53842/NJ00784-81/03 ff4j -A-1L' ;24. TITLE (and Sbt.le) S. TYPE OF REPORT A PERIOD COVERED

Phase I Inspection ReportNational Dan SafetyP ram FINAL

rant Park Da, J0074s. PERFORMING ORG. REPORT NUMSERUnion County, N.J.

7. AUTHOR(e) S. CONTRACT OR GRANT NUMBER(&)

DACW61-79-C-0011Abraham Perera, P.E.

9. PERFORMING ORGANIZATION NAME ANO ADDRESS 10. PROGRAM ELEMENT.PROJECT. TASK

Louis Berger & Associates /

100 Halstead St.East Ornage, N.J. 07019

II. CONTROLLING OFFICE NAMEr AND ADORE 12. REPORT DATENJ Department of Environmental Protection March, 1981Division of Water Resources

P.O. Box CN029 13. NUMUER OF PAGESTrenton, NJ 08625 36

14. MONITORING AGENCY NAME & ADDRESS(It diffremt hem Comtt.lhWj 001ce) IS. SECURITY CLASS. (of thie repo,)

U.S. Army Engineer District, PhiladelphiaCustom House, 2d & Chestnut Streets UnclassifiedPhiladelphia, PA 19106 Isa. DECLASSIFICATION/DOWNGRADING

SCHEDULE

16. OISTRISUTION STATEMENT (.1*1. Rpt)

Approved for public release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of Cho abstact ntmod hT Jtl..k 2", f IIterent hem Rpatw)

II. SUPPLEMENTARY NOTES

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

IS. KEY WORDS (Conhm.m -a n e1ie J If neeeos mid fdontifr by block m-6,)

Dams National Dam Safety Program

Embankments Briant Park Dam, N.J.Visual Inspection SpillwayStructural Analysis Erosion

1ft A5STUACr f(Vtilwa rees N10 N ineoW n IdENlOY &Y blck 81180u0)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 DanInspection 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 F 103 UEIION OI NOV 6 IS O OL •T

SECURITY CLASSIFICATION O T1IS PAGE (lis Daten)

40.

SWIETV CLASSIICATION OF THInS PAM~ft Doe hmes

MCURITV CL.AM PIC ATION 0 P THIS P ASE(59 Dee. Eofte.O

NOTICE

THIS DOCUMENT HAS BEEN REPRODUCED

FROM THE BEST COPY FURNISHED US BY

THE SPONSORING AGENCY. ALTHOUGH IT

IS RECOGNIZED THAT CERTAIN PORTIONS

ARE ILLEGIBLE, IT IS BEING RELEASED

IN THE INTEREST OF MAKING AVAILABLE

AS MUCH INFORMATION AS POSSIBLE.1

DEPARTMEINT OF THE ARMY,, '.PHILADEL'HIA vISTRICT. CORPS OF ENGINEERS

CUSTOM HOUSF-2 D & CHESTNUT STREETS

PHILADELPHIA. PENNSYLVANIA 19106

IN REPLfFI A ;l TO

NAPEN-N

lionorable Brendan T. Byrne

Governor of New Jersey

Trenton, New Jersey 08621

Dear Governor Byrne:

Inclosed is the Phase I Inspection Report for Briant Park Dam in Union

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

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

condition is given in the front of the report.

Based on visual inspcction, available records, calculations and past

operational performance, Briant Park Dam, initially listed as a high hazard

potentii structure, but reduced to a significant hazard potential stiucture

as a ref;ult of this inspection, is judged to be in satisfactory overall

condition and the spillway is considered adequate. To ensure adequacy of

the structure, the following actions, as a minimum. are recommended:

a. The following actions should be completed within one year from the

date of approval of this report:

(1) The spillway and sidewall masonry should be repaired and

repointed.

(2) The bulge in the right sidewall should be monitored for further

swelling.

(3) The cover to the valve chamber should be opened and the

mechanical components inspected and repaired if necessary to ensure that the

valve and outlet function properly.

(4) The chamber cover should be resecured with stout locks. In no

event should the valve chamber cover be re-welded shut so as to preclude

access to the valve during emergencies.

b. The owner should proceed with the repairs planned for the box

culvert, wingwalls and eroded slopes. A detailed report of the repair work

should be maintained, and the NJDEP should be notified when the work is

completed.

- \.

C-. . ... ..

NATErN-N °

lonoraible Brendan T. Byrne

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

d. 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 contactfor this program. Within five days of the date of this letter, a copy willalso be sent to Congressman Rinaldo of the Twelfth District. Under the

provision of the Freedom of Information Act, the inspection report will besubject to release by this office, upon request, five days after the date of

this letter.

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

An important aspect of the Dam Inspection Program will be the implementationof the recommendations made as a result of the inspection. We accordinglyrequest that we be advised of proposed actions taken by the State toimplement our recommendations.

Sincerely,

I Incl JAIES G. TONAs stated Colonel, Corps of Engineers

District Engineer

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

Division of Water Resources " A'

N.J. Dept. of Environmental Protection "P.O. Box CN029

Trenton, NJ 08625 . .,n .3

Mr. John O'Dowd, Acting Chief

Bureau of Flood Plain Regulation .Division of Water Resources p , u t ; ?U

N.J. Dept. of Environmental Protection, ..**

P.O. Box CN029 . ,. . .

Trenton, NJ 08625 , '-

" . . . , -.. . - --.- - ---

BRIANT PARK DAM (NJ00784)

CORPS OF ENCINEERS ASSESSMENT OF GENERAL CONDITIONS

This dam was inspected on 18 August 1980 by Louis Berger and Associates,

Inc. under contract to the State of New Jersey. The State, under agreement

with the U.S. Army Engineer District, Philadelphia, had this inspection

performed in accordance with the National Dam Inspection Act, Public Law

92-367.

Briant Park Dam, initially listed as a high hazard potential structure, but

reduced to a significant hazard potential structure as a result of this

inspection, is judged to be in satisfactory overall condition and the

spillway is considered adequate. To ensure adequacy of the structure, the

following actions, as a minimum, are recommended:

a. Tile following actions should be completed within one year from the

date of approval of this report:

(1) The spillway and sidewall masonry should be repaired and

repointed.

(2) The bulge in the right sidewall should be monitored for further

swelling.

(3) Tile cover to the valve chamber should be opened and the

mechanical components inspected and repaired if necessary to ensure that the

valve and outlet function properly.

(4) The chamber cover should be resecured with stout locks. In no

event should the valve chamber cover be re-welded shut so as to preclude

access to the valve during emergencies.

b. The owner should proceed with the repairs planned for the boxculvert, wingwalls and eroded slopes. A detailed report of the repair work

should be maintained, and the NJDEP should be notified when the work is

completed.

c. The owner should develop written operating procedures and a periodicmaintenance plan to ensure the safety of the dam within one year from the

date of approval of this report.

d. 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: ~,,~JAMESG

Colonel, Corps of Engineers

District Engineer

DATE: -2

PHASE I REPORT

NATIONAL DAM INSPECTION PROGRAM

Name of Dam Briant Park Dam Fed ID# NJ 00784

State Located New JerseyCounty Located UnionCoordinates Lat. 4042.9 - Long. 7420.1Stream Van Winkle BrookDate of Inspection August 18, 1980

ASSESSMENT OFt GENERAL CONDITIONS

Briant Park Dam is assessed to be in satisfactory overallcondition. It is recommended that the hazard classificationbe downgraded to significant, as overtopping could causeextensive damage to downstream property. Remedial actionsrecommended to be taken in the future include the repair andrepointing of the spillway and sidewalls masonry. Thespillway of the dam can accommodate 108% of the design floodand is therefore adequate.

Arah Prea .EProject Manager

.4,

0)

c

LL

0

LI

TABLE OF CONTENTS

Page

Assessment of General ConditionsOverall View of DamTable of ContentsPrefaceSection 1 - Project Information 1-4Section 2 - Engineering Data 5-6Section 3 - Visual Inspection 7-9Section 4 - Operational Procedures 10Section 5 - Hydraulic/Hydrologic 11-12Section 6 - Structural Stability 13Section 7 - Assessments/Recommendations/ 14-15

Remedial Actions

FIGURES

Figure 1 - Regional Vicinity MapFigure 2 - Plan of DamFigure 3 - Spillway and Wall SectionsFigure 4 - Culvert and Outlet Sections

APPENDIX

Check List - Visual Inspection i-xiCheck List - Engineering DataPhotogriphsCheck List - Hydrologic and Hydraulic Data Al-A13Computations

PREFACE

This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams,for Phase I Investigations. Copies of these guidelinesmay be obtained from the Office of Chief of Engineers,Washington, D.C. 20314. The purpose of Phase I Investiga-tion is to identify expeditiously those dams which maypose hazards to human life or property. The assessment ofthe general condition of the dam is based upon availabledata and visual inspections. Detailed investigation, andanalyses involving topographic mapping, subsurface inves-tigations, testing, and detailed computational evaluationsare beyond the scope of a Phase I investigation; however,the investigation is intended to identify any need forsuch studies.

In reviewing this report, it should be realized that thereported condition of the dam is based on observationsof field conditions at the time of inspection along withdata available to the inspection team. It is importantto note that the condition of a dam depends on numerousand constantly changing internal and external conditions,and is evolutionary in nature. It would be incorrect toassume that the present condition of the dam will continueto represent the condition of the dam at some point inthe future. Only through continued care and inspection canthere be any chance that unsafe conditions be detected.

Phase I insDections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with theestablished Guidelines, the Spillway Test flood is basedon the estimated "Probable Maximum Flood" for the region(greatest reasonably possible storm runoff), or fractionsthereof. The test flood provides a measure of relativespillway capacity and serves as an aide in determininathe need for more detailed hydrologic and hydraulicstudies, considering the size of the dam, its generalcondition and the downstream damage potential.

RIFT. T

I. SECT_ REPORT

PHASE I INSPECTT P

NATION1T DAai iNSPECTION PROGRAMNAME F DAM BRIANT PARK DAM FED ID# NJ 00784

SECTION 1 - PROJECT INFORMATION

1.1 GENERAL

a. Authority

This report is authorized by the Dam InspectionAct, Public Law 92-367, and has been prepared inaccordance with Contract FPM-36 between LouisBerger & Associates, Inc. and the State of NewJersey and its Department of EnvironmentalProtection, Division of Water Resources. TheState, in turn, is under agreement with the U.S.Army Engineer District, Philadelphia to havethis inspection performed.

b. Purpose of Inspection

The purpose of this inspection is to evaluate the

structural and hydraulic condition of the BriantPark Dam and appurtenant structures and to deter-mine if the dam constitutes a hazard to human life

or property.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances

Briant Park Dam is a 50-year-old earthen roadwayembankment approximately 280 feet long and 15.5feet high with a variable top width ranging from50 to 60 feet. A 50-foot-long concrete-arch oncespillway is positioned 30 feet upstream of a 10foot by 12 foot concrete culvert that passesunder the roadway. Convexly curved concreteretaining walls extend past the ends of thespillway to the culvert entrance. Stone drainsbehind the retaining walls consist of 2.5-inchcrushed stone with 3-inch weepers that empty intothe culvert. Two 2-foot-thick core walls extend15 feet into the embankment from the intersectionof the spillway and the retaining walls. A36-inch diameter reinforced concrete drain oioeempties into the culvert and is controlled by agate valve located in a concrete manhole behindthe right retaining wall.

11

b. Location

Briant Park Dam is located on Briant Avenueapproximately 200 feet southeast of its intersec-tion with Morris Avenue. The dam is situatedacross Van Winkle Brook, the boundary linebetween the towns of Springfield and Summit inUnion County, New Jersey.

c. Size Classification

The maximum height of the dam is 15.5 feet andthe maximum storage is estimated to be 55acre-feet. Therefore, the dam is placed in thesmall size category as defined by the RecommendedGuidelines for Safety Inspection of Dams.

d. Hazard Classification

Based on the Corps of Engineers criteria and thefact that, in the event of a failure, somedamage could be inflicted on downstream property,it is recommended that the classification of thedam be downgraded to significant hazard. Privateresidences located along Morris Avenue immedi-ately downstream are generally 15 feet or moreabove the stream channel. However, 1,000 feetdownstream there is a NJDOT maintenance facilitylocated on the flood plain about 6 to 8 feetabove the channel bottom where extensive damagecould result in the event of a dam failure. More-over, Briant Avenue would undoubtedly sustainsignificant damage should overtopping or a spill-way failure occur.

e. Ownership

Briant Park Dam is owned by the County of UnionPark Commission whose mailing address is P.O. Box607, Westfield, New Jersey, 07091.

f. Purnose of Dain

The dam was constructed to create a pond for ice3skating and summer recreational use.

g. Desiqn and Construction History

Briant Par,- Dam was originally designed andconstructed in 1930 by the Union County ParkCommission. The original desion consisted of an

2

earthen roadway embankment containing a temporarylog box soillway. The original structure failedin July 1938 and the dam was redesigned employinga reinforced concrete box culvert with concretewingwalls and an arch spillway section. Con-struction of the new structure was completedin 1939.

h. Normal Operating Procedures

There are no specific operating procedures inforce at present, although the owner performsgeneral maintenance and repairs as a matter ofroutine.

1.3 PERTINENT DATA

a. Drainage Area

The drainage area of Briant Park Dam is 1.3square miles.

b. Discharge of Dam Site

The spillway capacity with the lake at the abut-ment top elevation is calculated to be approxi-mately 1,528 cfs. No discharge records areavailable at this site. However, earlier damapplications indicate a design discharge of 630csm. A check of the design calculations revealedan arithmetical error that, when corrected, in-creased the design discharge to 785 csm.

c. Elevation (Above M.S.L.)

Top of dam - 191.5Recreation pool - 186.5Streambed at center line of dam - 176.0

d. Reservoir

Length of recreation pool - 600 feetLength of maximum pool - 750 feet

e. Storage

Recreation pool - 18.5 acre-feetTop of dam - 55 acre-feet

f. Reservoir Surface

Recreation pool - 5 acresTop of dam - 9.5 acres

3

g. Dam

Type - Earth embankment with concrete spillwayLength - 280 feetHeight - 15.5 feet

Freeboard between normal reservoir and top ofdam - 5 feet

Top Width - 60 feetSide Slopes - Upstream 4%; downstream 2H:lVZoning - composition and compactness unknownCore Wall - 15-foot-long by 2-foot-thick concrete

walls from EL. 188 to 172.5 at junctions ofspillway and retaining walls

h. Diversion and Regulating Tunnel

None

i. Spillway

Type - reinforced concrete ogee weirEffective length of weir - 50 feetCrest elevation - 186.5

j. Regulating Outlets

1- 36" diameter RCP drain at exit invert eleva-

tion 176.5

4

SECTION 2 - ENGINEERING DATA

2.1 DESIGN

No design information pertaining to the original1930 construction was located with the exceptionof hydraulic calculations for the spillway andculvert design. However, a plan detailing the1938 reconstruction of the spillway, culvert, andretaining walls was available for review. Thework was designed by W. R. Tracy of the UnionCounty Park Commission. No details were avail-able for the embankment, which was constructedeight years earlier.

2.2 CONSTRUCTION

The spillway structure and culvert were built inaccordance with the designer's specifications.Periodic inspections were performed during con-struction by personnel of the State Water PolicyCommission. The work appears to have been prop-erly supervised and executed in a satisfactorymanner.

2.3 OPERATION

The dam appears to have operated satisfactorilysince its reconstruction following the 1938failure.

2.4 EVALUATION

a. Availability

In view of the size and present configuration ofthe dam, it is felt that sufficient enqineerinqdata are available to properly assess its con-dition witti respect to the stability and hydraul-ic capacity of the dam. Construction inspectionreports indicate that footings for the spillwayand culvert were carried down to a compactgravelly hard pan facies of the glacial moraine,which is the predominate surface deposit in thisarea. The dam is located in an area where theBrunswick Shale and basalt of the First Watchung

lava flow lie in unconformable juxtaposition.Depth to bedrock at this locale averages 20 to 30feet.

5

9.4

wb. (dequacy

The 1938 p)lan indicates that the arch spillwayand culvert were carefully and conservativelydesigned, and field inspection reveals thestructures were built in accordance with thedesign plan. Accordingly, the available en-gineering and geotechnical data are consideredadequate for the purpose of this report.

c. Validity

The hydrologic and hydraulic calculations em-ployed in the design of the structure are con-sistent with good conservative engineeringpractices at the time of construction. Althoughthe type of embankment construction is unknown,field observations indicate that both ,ides ofthe earth portion of the dam have been filled andelevated, reducinq rhe importance of the originalembankment make-up. Therefore, the validity ofthe 1938 desiqn plan is not questioned and isaccepted without recourse to further investiga-tions.

6

SECTION 3 - VISUAL INSPECTION

3.1 FINDINGS

a. General

Visual inspection of Briant Park Dam took placeon August 19, 1980 with engineering personnel of

the County of Union, the U.S. Army Corps ofEngineers, and the Department of EnvironmentalProtection, Bureau of Floodplain Management inattendance. 11istorical aspects of the dam'soperation were discussed with the owner's repre-sentatives, as were the maintenance procedures.The dam appears to be in a qenerally satisfactorycondition except as noted below.

b. Dam

The 1938 Dam Permit Application indicates the

structure is a 280-foot-lonq roadway embankment.However, both the upstream and downstream slopeshave been so modified by widening of the roadwayas well a7 park and residential development that

discernment of the original shape and extent ofthe embankment is virtually impossible. Theupstream face of the dam slopes very gentlytoward the lake and is covered with a stand of

trees and bushes on both sides of the spillway.While the downstream embankment of the dam isalso well treed, it appears somewhat steeper in

the vicinity of the outlet culvert, approximatinga 211:IV slope. 3riant Avenue, an asphalt-pavedroadway, exte nds along the cremt of the dam,which has a saddle at the location of the outletstructure. Although the roadway has slip-curbingon both si los to channelize surface runoff,.s'v-re erosion of the downstream embankmentbehind thn headwall of the culvert has resultedin undermining of the headwall, :ollaose of theleft downqtroam winwall, and failure of theright end of the cantiltevered headwall. Largestonn wniqhinri up to 500 pounds appears to havebeon ihi-pnd on both sides of the cul.vert to helproti rd tho? erosion.

7

c. Appurtenant Structures

The concrete arch spillway and retaining wallscontain rubble-stone veneer on all exposed faces.With the exception of minor cracking of themortar between the facing stone, the spillwayappears to be in excellent condition despite itsage. Similarly, the retaining walls and culvertentrance appear in good condition, although a fewsurface blocks are missing from the rightretaining wall, where cracking and a slight bulgewas noted in the top seven courses of block.Although the weep holes were dry at the time ofthe inspection, water was emanating from the36-inch drain, which, since the valve wasreputedly closed at the time, suggests thateither the valve or the seat has deteriorated andrequires repair. Moreover, the cast iron coverplates on the manhole containing the gate valvefor the drain are welded shut, making access tothe gate valve impossible in the event of anemergency dewaterinq situation. The downstreamtop wall of the culvert is completely undermined,and the left end of the wall is cantilevered fora distance of approximately five feet. The wing-wall adjoining the left side of the culvert hascollapsed into the downstream channel, and severeerosion behind the right wingwall threatens asimilar fate for that structure. Very lightdebris was noted at the spillway crest.

d. Reservoir Area

The area immediately surroundinq the lake is partof the County of Union Park system and, as such,is protected against development. Beyond theboundaries of the oark to the northwest lies theheavily residential development of the town ofSummit. To the southeast of the park is therelatively unde2veloped industrial area of thetown of Springfield. The slope on both sides ofthe lake are rolatively gentle and lightly woodedto the southeast. The lake, which apparently issubject to heav'; silting, was being dredged atthe, ;outh end at the time o the inspection.

Q. Downstream Channel

The !;tream immediately below the outlet isincised rather deeply (approximately 15 feet) inthe surroundinq terrain. The channel itself,a1thnuilh l ittr'-rd with I ight debris and some

iA

heavy stone, is for the most part open and freeflowing. About 500 feet downstream the channelmakes an abrupt right turn and widens towardthe left bank as the stream curves around thenose of a water gap in the First Watchung Mon-tain. Beyond the lithologic constriction of theWatchungs, the flood plain widens and meandersuntil the stream merges with the Rahway Riverabout two miles downstream.

9

SECTION 4 - OPERATIONAL PROCEDURES

4.1 PROCEDURES

Operational procedures were not physicallyobserved by the inspection team. Discussionswith personnel of the Union County Park Commis-sion indicate that, except for monitoring of thepark and facilities, no formal operational pro-cedures are presently in effect at this dam.

4.2 MAINTENANCE OF DAM

Maintenance is carried out as part of the ParkCommission's continuous program in which periodicinspections are conducted and repairs undertakenas allowed by funding limitations. At the timeof the inspection, dredging of the south end of

the lake was being performed utilizing a mudcatand a clam-type bucket. Discussions with Countyengineers indicate that plans are being completedfor repair of the downstream wingwalls and con-

trol of the erosion in that area. Included inthe routine maintenance program is landscapingand cleaning of all facilities at the park in-cluding the waterways.

4.3 MAINTENANCE OF OPERATING FACILITIES

The only operating facility at this dam is thelow-level drain whose controls are located in amanhole behind the right retaining wall. Appar-entlv this facility is oresentlv inoperativesince the nate wheel is missincT and the coverplates to the manhole are welded shut.

4.4 DESCRIP.ION OF ANY WARNING 2YSTEM IN FFFFCT

Part- Commission personnel monitor the area duringporiodin ot heavv storms. They do not Wave a for-ralizeod nlan for contactinq civil defoense orothe r authorities hut rely on their own monitor-inq and in-house methods of alertinq localaulthor i t ij:s.

4.3 'ALIAT IO'J OF 01' L [ATII C L ADEOUACY

In vi.'w ot the Il i-it.,2(1 extnt of recgulatoryfacilitie;i at thu dan, the present day-to-dayprocedures are deemed adequate. However, adefinitive set of procedures for lowering thelaLo, le-I and the aj- iqniment of responsiblepersonnel to perform this task durinq impendingemergency situations is believed necessary toreduce the potential for overtopping the dam.

10

SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data

Based on the criteria in the Recommended Guide-lines for Safety Inspection of Dams, the 100-year

frequency event was selected as the design stormby the inspecting engineer. Precipitation datawere obtained from Technical Paper 40 and NOAA TMNWS Hydro 35. Inflow to the reservoir for thedesign storm was computed utilizing the HEC-lcomputer program. This gave a peak inflow intothe reservoir of 1,909 cfs with subsequent routingthrough the reservoir reducing the peak to 1,781cfs. The spillway has a maximum discharge capa-city of approximately 1,920 cfs before overtoppingoccurs and can therefore accommodate 108% of thedesign flood.

b. Experience Data

The original dam, constructed as an earth em-bankment with a log box spillway, failed in July1938. The reconstructed structure (completed in1939) has performed well with the exception of atleast one overtopping in 1968. No details of theovertopping or damages resulting therefrom areavailable.

c. Visual Observations

The lake level was at normal pool at the time ofinspection, with a minimal amount of water flowingover the weir.

d. Overtoppinq Potential

There is a record of one overtopping in 1968 ac-

cordinq to county enqineering department records.However, if the dam should be overtopped againit could create erosion damaqe to the shouldersand the pavinq of the road crossinn over theconcrete culvert just downstream of the dam,particularly on the downstream shoulder and slope,which have suffered severe erosion in the past.

11

e. Drawdown Potential

Drawdown can be accomplished by a 36-inch diameterconcrete outlet pipe (entrance invert at elev.181.0) in approximately 5 hours. This is con-sidered adequate to relieve the dam from beingovertopped by exceptional floods.

12

SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations

Based on the field inspection and availabledocumentation on the past construction history ofthe dam, as reconstructed in 1939, the structuralstability of the dam is of little concern. Thecircular spillway side walls, faced with stonemasonry, show some deterioration that should berepaired. Several pieces of masonry need replace-ment, and in several other places the joints needrepointing. Some of the spillway masonry jointsalso need repointing. Otherwise, the dam hasproven its structural stability over the years,including the ability to withstand overtopping.

b. Design and Construction Data

Briant Park Dam, after its failure as an earth dam

in 1938, was reconstructed in masonry and concretein 1939. The dam has performed in a satisfactorymanner since then. Under the context of this re-port, additional design data would not basically

alter any condition insofar as the downstreamflooding conditions are concerned.

c. Operating Records

Written operating records are nonexistent; how-ever, the owner performs maintenance and repairswhen needed.

d. Post Construction Changes

There are no records of any significant altera-tions or repairs of the dam since 1939. The owneris presently undertaking the repair of the slopesand the downstream wingwalls of the concrete boxculvert, which have sustained considerable damage.

e. Seismic Stability

This dam is stable under earthquake acceleration

loadings. It is located in Seismic Zone 1, andexperience reveals that such low dams with inde-terminate width-to-height ratios will have ade-quate stability under dynamic loading conditionsif they are stable under static gravity condi-tions.

13

SECTION 7 - ASSESSMENTS/RECOMMENDATIONS/REMEDIAL ACTIONS

7.1 DAM ASSESSMENT

a. Safety

Subject to the inherent limitations of the Phase Ivisual insoection, the Briant Park Dam is judqedto be in a satisfactory overall condition. Thespillway can accommodate 108% of the dsiqn flood,so overtopping is a remote possibility. However,should the spillway or the dam fail, significantdamage could occur to downstream property (seeSection 1.2 d).

b. Adequacy of Information

The data located are deemed adequate regarding theenclosed analysis on safe operation and stability.

c. Urgency

In view of the dam hazard assessment, no urgencyis attached to implementing further studies. It isrecommended that the remedial measures set forthbelow be taken under advisement in the future.

d. Necessity for Further Study

Further studies are believed to be unnecesaryunder the purview of P.L. 92-367 as the Engineer-inn Deoartment of the County of Union, which isresponsible for the safety of the Briant Park Dam,has experienced enoineerinq personnel to maintainthe dam and monitor it durinq severe storms. Thisfact, coupled with the demonstrated stability ofthe dam since 1939, should satisfy the require-ments mandated under the Dam Insoection Act.

7.2 RFCOMMENDATIONS!REMEDIAL MEASUREMENTS

a. Recommendations

It i,; recomm.endedi that the spillway and sidewallmasonrv no retairted and repointed and that thebulje in th,2 right siduwall be monitored forfurth,r swelLinn. The cover to the valve chambershould be opened and the mechanical componentsinspected and repaired if necessary to ensure thatthe valve and outlet function properly. The

14

chamber cover 3hould be resecured with stoutlocks. In no event should the valve chamber coverbe re-welded shut so as to preclude access to thevalve during emergencies. The owner shouldproceed with the repairs planned for the boxculvert, wingwalls, and eroded slopes. A detailedreport of the repair work should be maintained,and the NJDEP should be notified when the work iscompleted.

b. O&M Maintenance and Procedures

In the near future the owner should develop writ-ten operating procedures and a periodic mainte-nance plan to insure the safety of the dam. Addi-tionally, further inspections should be properlyrecorded and the owner should develop an emergencyaction plan and warning system to minimize down-stream flooding hazards.

15

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View of Briarit Lake from [Dam

Aliqust, 1980)

(, ow f A~ oi y nI~ rid P e n t i W r

August, 1980V Iecw o f Cu Iv e r t C)u t I t

Ir

August, 1980View of DownstreamTT Channlel

.Y FWSL.''

CHECK LISTHYDROLOGIC AND h1,YDRA'ULIC DATA

ENGINEERING 1ATA

DRAI'NAGE ARMA C11ARCTERISTICS: 1.3 sq. mi.

ELEVATION TOP NORI1tAL POOL (STORAGE CAPACITY): 186.5 (18.5 acre feet)

ELEVATION TOP 'FLOOD CON'TROL POOL (STORAGE CAPACITY): N/A

ELEVATION %AX24qM DESIGN POOL: N/A

ELEVATION TOP MM.: 191.5 (55 acre feet)

CREST: Arched masonry spillway

a. Elevation 186.5

b. Type OaeeC. Width I 5±Feetd. Length 50 Feete. Location Spillover Near right abutmentf. Number and Type of Gates None

OUTLET WORKS:

a. Type cat operated 36" dia. RCP

b. Location Between spillway and right abutment

c. Entrance inverts 181.0

d. Exit inverts 176.5e. Emergency draindown facilities Same

HYDROMETEOROLOGICAL GAGES: Nonea. Typeb. Location

c. Records 1920___ _

MAXDIPM NON-DAMAGING DISCHARGE 1920 cfs

BY --------------- DATE4,._, LOUIS BERGER & ASSOCIATES INC. SHEET ,, J Owq/.CHKD. BY ----- DATE --------- ------ - ---- .... - ----"- PROJECT- ._,...l " ----------

SUBJECT .----------------------------

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CHKD. BY --- -DATE --------- ---------------------- -- ___--_- ..........- PROJECT . --

SUBJECT ----------------------------------------------------------------------------------------------------------------

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2, 75 1. 31 0.09

3. Do 4.40 0.09 ,.70

3.25 ',-49 0.09 /.703.50 -'-. 5 0.8 o. 4

3. 75 4. 0.07 0,30

4. oo 4.71 0.07 3. 164.2-5 3. .37

4.so "f.8'f 0-o67. 4.9o o.-6 4. 3

6.00 41910 0.o65,23 5,02 0.06 D.-75.50 5.o oo6 0-

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-- DATE LOUIS BERGER & ASSOCIATES INC. SHEET No . ..BY DATE -- -- - ------ PROJECT__ "

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BY ____ ;/~ DATE ~LOUIS BERGER & ASSOCIATES INC. SHENOhO '?

CH---- BY DATE ------------ 7- ' '--

---------------------------------------

E, LAN-

NO IIHR Ntl: N IDA,' IHR I1IN ME.TRC IPLT _IPRT NSTAN ____100 0 -~15 0 0 0 0 0 - 0 0

SU13-AREA rUN0l-F COjMPUT-AT ION _____________

IN9L0W 70 R E4YDIRISITA'3I ICOMP I -ECON ITAFE .JPLT___ JPRT INIAME

0 0 0 1

n;2..;A -- 'TAIH'0G I ICHG TAREA - SNJAP TRSDA TRlspc RAT IC. ISNOW l--s~mE-LOccA&-

0 -1 1. 30 0. 00 1.30 0 00 0.000 0 0 0

PRE-:IP C0474NP STORMI C. CI,,.24 00 000 C 0.00

PRECIP PATTERN---0-, c" c'.. C0" Do 0 07 cDOS 0 09 0D.1I1 0 14 0.30IS3 _ 70 1 170 __0_40 _030 __ 0.16 0. 11 0.09 0.0 07 0 C7,C00l7 0 C' 0 '!)' 0. cs

S T RNP R DL T;R RTIGL ERA IN S TR A RTI[WK STRTL CN4STL ALSM-X - RTIMP0 00 0.00 1 00 0 00 0.00 1. 00 0. 50 0.10 0.0GO 0.00-

.C- LN UNIT SPRAPH, NUHC-3= 12 -

73, 2 5!. 505 615 55D, 424. 2qa8 210 19?3 10,4

70,__ 51 UNIT GRAPH -TOTAL--- 352. CFS OR -1. 00 INCHES OVER THE AREA --- -

RECF.S7 ION DATASTe;_C-~ 0 CIZ) 0.00 RTIOR= 1 00

END-OF-PERIOD FLOWTIllE RAIN EACS: COM-P 11

1 0. 06 0 00 0.2 00 000 0

34 .2 ' 20D 04 0) 07. 0 02 0

0 0 02 0.7 0 09 0 CIO 0.

3 009 00 0)

Q 14 C.'

12 0 70 0b7 3R131 7,: 1 '- 6c

14 0 30 0):.- 1AI3J0 -16 3 t. 3)10

.~? .11 0 08 170?218 0 09 )07 1!21(019 0 09 0 07 1 193

00 2 7. 0 4~1 0 ')" 0 :1

p ' '3 o 0 07-7 11501 0 o6 () (.3 3 1

25 0 1') 0 00 C 19426 00 0 00 15

7 7 0 0'2 1

Dc: 4

By C :'7. DT_ ,DATE IOUIS BERGER & ASSOCIATES INC. SHEET N ' /_ OCHKD. BY-......DATE_ - -- ___ ' . PROJECT . - .

S U B J E C T -------------------- - - --- --__--- - -3) ). 0 c" 003C0

31 0 0 C) 22

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54 0. CC C CC 0

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67 0 0 0 O0 060 T C. OC 0 o'C 0.9 0 0 0 C, 0

70 0 00 0 00 071 00 0 0 Co 072 0.0 000 0.73 0. 00 0 00 0.74 0 C) _ o) 075 .00 C C. ) 0.71, o. 0 0 00 o.

77 0 00 (0 r,() n78 0. joC 0 ,3 079 0 00 C C, C80 0 0) 0 ,,0 C81 0 C,1) 0 o0 C82 0 (o 0 00 083 0 (:,-. C 0 C .

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9, 0. 0,) 0 CI0 097 0 Co 0. 00 09 0 O0 0 00 0- C , ~ 0 ,5, C

ICC. CD C 000O

SUM 5 , 24 " 14347 . .

PfA, ,5- HO- 4-h,'JR 72-HOUR TOTALVOLUME1, -1, ,9 5;1 , 143 14345

4 -7 4 -'G 4 -9 4 2a2q 27 297

BY DATE LOUIS BERGER & ASSOCIATES INC. SHEET N) OF

CHKD. BY ----- DATE '7' 1/ .P Z- PROJECT .

SUBJECT --- - --------------

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

RC]IuT ti THiil ', H ' ._.-,CI.A; I C,7- !E,:- F PL T jPRT INAM E

11 , -0 u 0 - 1

R j, 1 T I"'v; LAT A

OLCC CL AV'; Ik ; . ISAME0 0 0 003 0 00 1 0

NSTO NS NT L LA-, ",.1 14 TS N T~A --

s r D,,'. )- 3 9 1 .,4 ,4 45 69 115 132CujC- 0 47 '2'.5 - 4G 1116 1590 2135. 3785- 6850. 12707

TIME EOG" SOCR AV\, IN EOP GUT

0 0 0" 0 0

3 0 0 04 0 0 05 0 0 0

- 0 00 0

0 3 10 18

10 1 55 21

12 139 67

IL 730 ; 113 1 1 -,m q '

14 10 942 779

15 27 1441 1257

16 35. 1802 127.

17 39 1151. 1721,

12 36 1451. 1691,

19 31 1351 1459

20 2.t 1068 1193

Z2 1- 0 957

22 18. 667. 745.

23 14 489. 564

24 12.-- 349 431

25 9 253 3107 172 ".-1

_127 130 171

29 5 95

29 4 66. 92.

30 3 45 65

3 1 3 . ,: g ' 4 o

32 2 19 37-o . 12 2

34 1. 6 --

1 3 Ib285 1 1 11

37 0 0 90 5

0 0 4

40 0 0

41 0 0.4,7 0 0 145 0 0 1

44 ,. 0 1

45 0 0 04 0 0. 05 7 0 0 041 0 0 0

49 0 0 0

53 0 0 0

r4 0 0 050' 0 0

53 0 0 0C4 0 0 .0C5 0 0 0

57 _ 0 0. 0

59 0 0 0

0 0 0

0 0 0

..

BY 0 A T E LOUIS BERGER & ASSOCIATES INC. SHEET NO OFCHKD. BY ----- DATE-_---- .' / - " PROJECT-------- _ I

SUBJECT ------------- - -. -- -/-7 /

0 0 0

62 0 -_ 064 0 0 0.

65 0. 0. 0.

66 0 0 0

0 0o 0 0

0 0 0)70 0. 0 071 0 0 072 o 0 07. 0 0 0

74 0 0 075 0 0 _ 076 0. 0. 0.77 0. 0. 0.78 0. 0. 0.. .

79 0. 0. 0.80 0. 0. 0.81 0. 0. 0.

0, 0. 0.8:3 0. 0. 0.84 0. 0. 0,85 0. 0. 0.86 0 0. 0.87 0. 0.__ 088 0. 0. 0.89 0. 0. 0.90 0 0. 0.

?0 0 092 0. 0. 0.93 0. 0. 0.

94 0. 0. 0.95 0. 0. 0.9,5 0 0. 0.

97 0. 0. 090 0. 0. 0.99 0. 0 0

1o0 0. o. 0.

SUM 14345.

PEAK 6-HOUP 24-HOUR 72-HOUR TOTAL VOLUMECF3 17e1. 594. 149 143 14345

ICHES . 4. -25 4 2 4. 28 4. 92

AC-FT 295. 297. 297, 297.

RUNj-F SUMMARY, AVERAGE FLOW

PEAIl 6-1AGUR 24-HOUR 72-HOUR AREA''", hH At 1[I 'l-; 5;,. 149 143. 1 30

PCl'.'- Ti 1 1701 594 149 143. 1 30

,'DATE

ILME