AO-AI03 939 NEW JERSEY DEPT OF ENVIRONMENTAL PROTECTION TRENTON -ETC F/S 13/13NATIONAL OAM SAFETT PROGRAM. BLAIR LAKE OAR (NJO7741 OELAWARE--ETC(U)AUG 81 W A GUINAN DACW61 79-0011

UNCLASSIFIED DAEN/NAP-53842/NJ0 779 / NL

2 flflflfflflflfflflflmEIEhEESEEEEEEEEEEEEEEEEIFIFEEEIHEEEEEEEEEhoEEEEEEEEEEsmEEmhEEEohEEmhmhEEmhmhohhE

DELAWARE RIVER BASINBLAIR CREEKWARREN COUNTY

m NEW JERSEY

BL14AIR Lt~AKE DAMMac NJ 00774

PHASE 1 INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

* * D

OVED p D Cp,TR15m~ 1,UNLIMITED,

DEPARTMENT OF THE ARMYPhiladelph8a DistrictCorps oF Engineers

Philadelphia, Pennsylvania

AUGUST 1981~z.Z wEU EUUE U~E =U _-------------z~~m

8i 9 Z7

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SX.ARITV CLASSIFICATION OF THIS PAGE fWP .n D.f. Entered)

..,AEPORT DOCUMENTATION PAGE 3EFORE COMPLETTNG FOPJRE 12. GOVT ACCESSION NO S. RECIPIENT'S CATALOG NUMBIER

_ -DEt TITLIE (and Subtitle) S. TYPi OF REPORT & PERIOD COVERED

hase I InspP'atinn Report.---------National Dam Safety Prgram, _______.____.._,_, _

Blair Lake Dam,(NJO077V), V ! ,-Uls-rlPor uMeER -

Warren County, New Jersy'.A, ATNOR.o) - .' *ONTRACTON@RANT NMER~st);: AT"° J" li : / ,DAcw6l-79-C-0011

Guinane Warren, PTL/ . . .

S. PERF0RMf' ORGANIZA3SQM NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT, TASK

Anderson-Nichol AREA a WORK uNIT NUMBERS

150 Causeway St , /1 ) /Boston, MA 02114

It. CONTROLLING OFFICE NAME AND ADDRESS % ,a.. RaPONR OATENJ Department of Environmental Protection ( 5 Auguzi6 1981Division of Water Resources ,.PEP.O. Box CN029 13.NUMBER OF PAGESTrenton, NJ 08625 50

14. MONITORING AGENCY NAME 6 ADDRESS(II dltfeorwt tam Cantml1nl Office) IS. SECURITY CLASS. (of gi@ fporfl)

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

SCHEDULE

16. DISTRIBUTION STATEMENT (of ile Report)

Approved for public release; distribution unlimited.

1?. DISTRIBUTION STATEMENT (ot the "balrec ontrted in Stock 20, It dilfe- -- t how Reopott

IS. SUPPLEMENTARY NOTES

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

11. KEY WORDS (Continue on rovete. aide if necoem end iendttify by block nuinbe)

Dams National Dam Safety ProgramEmbankments Blair Lake Dam, NJ00774Visual Inspection SpillwaysStructural Analysis Seepage

AsITWACY M(Cahu 40 r. m'ew" 8116*- a I~uItr by. block 0"uwe)- his 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.

, 140 e ...o . ' I es s ,,iS ,L i /

SCtIAIIy CLAS&IFICATION OF TWIS PAGIE (Woonoe, 0.. n#ered)

DEPARTMENT OF THE ARMYAye PHILADELPHIA DISTRICT, CORPS OF ENGINEI:RS

CUSTOM HOUSE-2 D & CHESTNUT STREETS

PHILADELPHIA, PENNSYLVANIA 19106

I ~.Accession For

DIIc TABNAPEN-N Unannounced

1 AUG 1981 Justificti

Honorable Brendan T. Byrne Dist Ub: Ai ,,t ., -.

Governor of New Jersey AvI: i

Trenton, New Jersey 08621 i " -,.

Dear Governor Byrne: . --_ __

Inclosed is the Phase I Inspection Report for Blair Lake Dam in Warren

County, New Jersey which has been prepared under authorization of the DamInspection Act, Public Law 92-367. A brief assessmenlt of the dam'scondition is given in the front of the report.

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

is judged to be in fair overall condition. The spillway is consideredseriously inadequate since a flow equivalent to 5 percent of the ProbableMaximum Flood (PMF) would cause the dam to be overtopped. The seriouslyinadequate spillway is assessed as an UNSAFE, non-emergency condiLion, untilmore detailed studies prove otherwise or corrective measures are completed.The classification of UNSAFE applied to a dam because of a seriouslyinadequate spillway is not meant to indicate the same degree of emergency aswould be associated with an UNSAFE classification applied for a structuraldeficiency. It does mean, however, that based on an initial screening, andpreliminary computations, there appears to be a serious deficiency inspillway capacity so that if a severe storm were to occur, overtopping andfailure of the dam could take place, significantly increasing the hazard ofloss of life downstream from the dam. To ensure adequacy of the structure,the following actions, as a minimum, 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 approval

APPROVED F0 r , PU IC RE,,,,,......_. " R L EASE?DSTR i wur; ; ,11um.,i RED.

D

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

NAPEN-N

Honorable Brendan T. Byrne

of this report. Within three mouths of the consultant's lindings remedialmeasures to ensure spillway adequacy should be initiaLed. In the inLeri,, 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 six months of the date of approval of this report the ownershould engage a qualified proiessional consultant to perform the followin,,g:

(I) Design and oversee installation of a properly sized low-leveloutlet and gate.

(2) Design and oversee procedures [or tht: removal o1 trucs and rootsystems from immediately upstream and downstream of the dam.

(3) Evaluate the potential for undermining of the abutment supportat the right side of the dam owing to the loss of several large bedrockblocks.

(4) Design and oversee procedures for elimination of the seepagethrough the stone masonry in the spillway.

(5) Design and oversee repair or replacement to the service bridgetrusses and wood deck.

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.

A copy of the report is being furnished to Mr. Dirk C. Hofman, New Jersey

Department of Environmental Protection, the designated State Office contactfor this program. Within five days of the date of this letter, a copy will

also be sent to Congressman Courter of the Thirteenth District. Under theprovision of the Freedom of Information Act, the inspection report will besubject to release by this office, upon request, tive days after the date ofthis letter.

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.

2

NAPEN-N

Honorable Brendan T. Byrne

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 oi proposed actions taken by the State to

implement our recoinmendat ions.

Sincere ly,

Incl ROG L. BALDWINAs stated Lieutenant Colonel, Corps of Engineers

Commander and District Engineer

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

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

Mr. John O'Dowd, Acting ChiefBureau of Flood Plain RegulationDivision of Water Resources

N.J. Dept. of Environmental ProtectionP.O. Box CN029Trenton, NJ 08625

3

BLAIR LAKE DAM (NJUU/74)

CORPS OF ENGINEERS ASSESSMNT OF GENERAL CONDITIONS

This dam was inspected on 22 Apri L 1981 by Anderson-Nichols & Cu., I nc.under contract to the State o1 New Jersey. The State, under agreement with

the U.S. Army Engineer District, Philadelphia, had this ilnspection perlotmed

in accordaitce with the Natiua al lU"' Inspect ion Act, I'ubl it |aw 92-307.

Blair Lake Dam, a high hazard potential structure, is judged to be in [airoverall condition. The spillway is considered seriously inadequate since a

flow equivalent to 5 percent o[ the Probable Maximum Flood (PMF) woulo causethe dam to be overtopped. The seriously inadequate spillway is assessed as

an UNSAFE, non-emergency condition, until more detailed studies proveotherwise or corrective measures are completed. The classification of

UNSAFE applied to a dam because of a seriously inadequate spillway is notmeant to indicate the same degree of emergency as would be associated with

an UNSAFE classification applied for a structural deficiency. It does mean,however, that based on an initial screening, and preliminary computations,there appears to be a serious deficiency in spillway capacity so that if asevere storm were to occur, overtopping and failure of the dam could take

place, significantly increasing the hazard of loss of life downstream fromthe dam. To ensure adequacy of the structure, the following actions, as a

minimum, are recommended.

a. The spillway's adequacy should be determined by a qualified

professional consultant engaged by the owner using more sophisticated

methods, procedures and studies within six months from the date of approvalof this report. Within three months ol the consultant's findings remedial

measures to ensure spillway adequacy should be initiated. In the interim, adetailed emergency operation plan and warning system should be promptly

developed. Also, during periods ot unusually heavy precipitation, around

the clock surveillance should be provided.

b. Within six months of the dare of approval of this report the owner

should engage a qualified professionai consultant to perform the following:

(1) Design and oversee installation of a properly sized low-leveloutlet and gate.

(2) Design and oversee procedureb for the removal of trees and rootsystems from immediately upstream and downstream of the dam.

(3) Evaluate the potential for undermining of the abutment supportat the right side of the dam owing to the loss of several large bedrock

blocks.

(4) Design and oversee procedures for elimination of the seepage

through the stone masonry in the spillway.

(5) Design and oversee repair or replacement to the service bridge

trusses and wood deck.

+ .. ... ... ....... ... . .. .I ... ...Iii''. °+-z: 'm +' + ........ ...."II rl................. ,...

C. The owner should develop writLtel opturaiitig proco2dtures and a peiriodic

maintenance plan to ensure the .ltt y oi Ihe dam, within l outj yea " rt im thedate of approval of this report.

APPROVED: 4 / , "/1 ''

Lieutenant Colonel, Corps of Enginers

Commander and District Engineer

DATE:

f

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

Name of Dam: Blair LakeIdentification No.: Fed ID No. NJ00774State Located: New JerseyCounty Located: WarrenStream: Blair CreekRiver Basin: DelawareDate of Inspection April 22, 1981

ASSESSMENT OF GENERAL CONDITIONS

Blair Lake Dam is a 78-year old dam with an ashlar masonry

spillway with earthen and bedrock abutments, is 100 feet longand 18.3 feet high, and is in fair condition. It is small insize and has a high hazard classification. Large trees are

growing on the abutments and some of their roots have beeninstrumental, in part, in causing undermining of the bedrockson the downstream side of the right abutment. Some seepage wasobserved through the stone masonry of the spillway below thewater line near the right and left sides of the spillway.Erosion has exposed tree roots on the right abutment upstreamand the left abutment also shows signs of erosion. In 1960 toseal seepage areas, large amounts of clay and lake-bottom

sediments were placed in various locations, including along theupstream spillway toe and the left abutment. The servicebridge would be a cause for concern should the dam beovertopped. The bridge, whose low chord elevation at the

abutments is slightly below that of top of dam, is rusted andcorroded. The dam has no low-level outlet as it was built witha mill race to a downstream millbuilding. The old mill racehas been filled and the intake gate at the mill appeared to beinoperable.

The spLllway is 41 feet long and 4 feet wide. Overtopping orbreaching of Blair Lake Dam would cause excessive property

damage to the library and Main Street Bridge and probably wouldresult in damage to 4 or 5 houses 300 feet downstream of theMain Street Bridge as well as the loss of 10 to 20 lives.Therefore the dam is classified high hazard.

The spillway is capable of passing 984 cfs at the top of dam orabout 4.6 percent of the 21,554 cfs peak inflow from the

Probable Maximum Flood (PMF), which is the selected spillwaydesign flood (SDF). The PMF would overtop the dam by 11 feetfor up to 15 1/2 hours. The spillway is not capable of passing50 percent of the 1/2 PMF (10, 777 cfs inflow) without

ini *

overtopping (7.6 feet) which would cause failure. (Failurewould probably occur with one to two feet of overtopping.) Damfailure resulting from overtopping would significantly increasethe hazard to loss of life downstream'from the dam from thatwhich would exist just before overtopping failure. The stagewould increase from 7.1 feet to 9.8 feet in about 25 minutesupon failure with one foot of overtopping. Therefore, thespillway is considered to be seriously inadequate.

It is recommended that the owner retain the services of aprofessional engineer, qualified in the design and inspectionof dams, to accomplish the following tasks in the near future:investigate the seriously inadequate spillway capacity andimplement remedial measures indicated; design and overseeinstallation of a properly sized low level outlet and gate;Design and oversee procedures for the removal of trees and rootsystems from immediately downstream of the dam; evaluate thepotential for undermining of the abutment support at the rightside of the dam owing to the loss of several large bedrockblockVs; design and oversee procedures for elimination of theseepage through the stone masonry in the spillway; and designand oversee repair or replacement to the service bridge trussesand wood deck.

It is futher recommended that the owner undertake the followingas a part of operating and maintenance procedures startingsoon: develop an emergency action plan which outlines actionsto be taken by the owner to minimize the downstream effects ofan emergency at the dam. In the near future: develop writtenoperating procedures and a periodic maintenance plan to ensurethe safety of the dam.

ANDERSON-NICHOLS &,COMPANY, INC.

Warren A. Guinan, P.E.Project ManagerNew Jersey No. 16848

p. ---.--------- ~---AC-U

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 identifyexpbditiously 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.

CONTENTS

PHASE I INSPECTION REPORTBLAIR LAKE DAM SAFETY REPORT

BLAIR LAKE DAM FED ID NO. NJ00774 NJ NO. 21-11

SECTION 1 PROJECT INFORMATION Page

1.1 General 1

1.2 Project Description 11.3 Pertinent Data 3

SECTION 2 ENGINEERING DATA

2.1 Design 52.2 Construction 5

2.3 Operation 5

2.4 Evaluation 5

SECTION 3 VISUAL INSPECTION 6

SECTION 4 OPERATIONAL PROCEDURES

4.1 Procedures 74.2 Maintenance of Dam 74.3 Maintenance of operating Facilities 74.4 Warning System 74.5 Evaluation of-Operational Adequacy 7

SECTION 5 HYDRAULIC/HYDROLOGIC 8

SECTION 6 STRUCTURAL STABILITY 9

SECTION 7 ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES

7.1 Assessment 107.2 Recommendations/Remedial Measures 10

FIGURES 1. Essential Project Features2. Regional Vicinity Map

APPENDICES 1. Check List Visual Inspection2. Photographs3. Hydrologic Computations4. HECI Output5. References

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY INSPECTION PROGRAM

9BLAIR LAKE DAMFED ID NO. #NJ00774

SECTION 1PROJECT INFORMATION

1.1 General

a. Authority. Authority to perform the Phase I SafetyInspection of Blair Lake Dam was received from the State of NewJersey, Department of Environmental Protection, Division ofWater Resources by letter dated 12 December 1980 under BasicContract No. FPM-39 and Contract No. A01093 dated 10 October1979. This Authority was given pursuant to the National DamInspection Act, Public Law 92-367 and by agreement between theState and the U.S. Army Engineers 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 Blair Lake Dam and appurtenances. Conclusionsare based upon available data and visual inspection. Theresults of this study were used to determine any need foremergency measures and to conclude if additional studies,investigations, and analyses are necessary and warranted.

1.2 Project Description

a. Description of Dam and Appurtenances. Blair Lake Damis an ashlar stone masonry dam tied to earthen and rockabutments 100 feet long with a hydraulic and structural heightof 18.3 feet. The masonry spillway is 41 feet long with atopwidth of 4 feet. On the left (east) side of the spillway isa 39-foot earthen abutment and on the right (west) side is a 20foot bedrock and earth abutment; both abutments are 4 feethigher than the spillway. The upstream and downstream slopesof the dam are tree-covered and of varying slope. On the right(west) side of the right abutment, extending approximately 200feet downstream,-is the east bank of an old mill race(diversion channel), which provided water power for a flourmill. The mill is no longer operating and the mill gate isassumed inoperable. The mill race has been filled to preventflow to the mill building.

b. Location. Blair Lake Dam is located on Blair Creek inBlairstown Township, Warren County, New Jersey. The dam is at400 59.0' north latitude 740 57.6' west longitude on theBlairstown Quadrangle. A location map has been included asFigure 2. The site may be reached by driving on Main Streetnorthward from U.S. Route 94.

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C. Size Classification. Blair Lake Dam is classified as, being small in size on the basis of storage at the dam crest of60 acre-feet, which is less than 1000 acre-feet but more than50 acre-feet, and on the basis of its height of 18.3 feet,which is less than 40 feet, in accordance with criteria givenin the Recommended Guidelines for Safety Inspection of Dams.

d. Hazard Classification. The potential is present forexcessive economic damage to the mill building (now theCatherine Dickson Hofman Public Library), Main Street Bridge,and 4 to 8 houses within 400 to 800 feet downstream of thedam. These structures are built along the rock-wall, linedchannel of Blair Brook. With the potential loss of 12 to 20lives in event of overtopping and/or breach, Blair Lake Dam isclassified High Hazard.

e. Ownership. The dam is owned by the Blair Academy, Mr.J. Ernest Rea, Treasurer of Blairstown Academy, Blairstown,N.J. 07825 can be contacted for information at the aboveaddress or by calling (201) 362-6121.

f. Purpose. Blair Lake Dam was built to provide waterpower to a flour mill downstream. It is presently used forrecreation.

g. Design and Construction History. Memoirs of Blair, aprivately printed document published in 1939 indicates that thedam was built in 1902-03 to provide water power for the flourmill downstream. The memoirs were written by John C. Sharpe,who supervised the reconstruction. Mr. Rea, Treasurer ofBlairstown Academy, said that the upstream side of the dam wassealed by Lawrence McConachy Construction Co. in 1960 with1,500 cubic yards of clay and lake-bottom sediments along thespillway and the left embankment. The old headrace had aconcrete cut-off placed in it and backfilled to its presentheight (See Appendix 2).

h. Normal Operational Procedure. No operationalprocedures were found for the dam.

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 the Glacial Drift of NewJersey (Salisbury, Kummel, Peet and Whitson, 1902) indicatessoils within the immediate site consist of stratified driftwhich may be comprised of sand and gravel plains, deltas,eskers, kames, and terraces.

Bedrock (massive limestone) was observed in largeoutcrops at the right side of the downstream channel duringinspection. The previously mentioned geologic map indicatesthat bedrock in this area consists of massive to thin beddedlimestone of Cambrian to Ordovician age.

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1.3 Pertinent Data

a. Drainage Area

10.85 square miles

b. Discharge at Damsite (cfs)

Maximum flood at damsite - unknown.

Total ungated spillway capacity at maximum pool(top of dam) elevation - 984

c. Elevation (ft. above NGVD)

Top of dam - 359.0

Maximum pool test flood (PMF) - 370

Recreation pool (at time of inspection) - 355

Spillway crest - 355

Streambed at centerline of principal spillway - 340.7

Maximum tailwater (estimated) - 346.5

d. Reservoir (Length in feet)

Maximum pool - 2000 (estimated)

Spillway crest - 700

e. Storage (acre-feet)

Spillway crest - 24

Top of dam - 60

Test flood - (PMF) - 236

f. Reservoir Surface (acres)

Top of dam - 12 (estimated)

Spillway crest - 4.3

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g. Dam

Type - Ashlar masonry with earth and bedrock abutments

Length - 100 feet

Height - 18.3 feet (hydraulic)

- 18.3 feet (structural)

Top width - 4-foot spillway; varies up to 15 feet onearthen abutments

Side slopes - upstream vertical; downstream lH:3V

(slopes apply to spillway and masonry portion

only) slopes on earthen abutment vary.

Zoning - unknown

Impervious core - unknown

Cutoff - unknown

Grout curtain - unknown

h. Spillway

Type - Broad crested, Ashler masonry

Length of weir - 41 feet

Crest elevation - 355 feet NGVD

Low level outlet - none present

U/S channel - Blair Lake and Blair Creek

D/S channel - Blair Creek

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SECTION 2ENGINEERING DATA

2.1 Design

No hydraulic, hydrologic, or other desijn engineering data were

disclosed.

2.2 Construction

As noted above in Section 1.2.g., Memoirs of Blair indicatethat the dam was built in 1902-03 under supervision of Dr. JohnC. Sharpe and paid for by D.C. Blair, son of John I. Blair,founder of Blairstown, N.J. at a cost of $15,000. The upstreamside of the spillway and left embankment were sealed with 1,500cubic yards of clay and lake-bottom sediments in about 1960 by-awrence McConachy Construction Company. Owner'srepresentative stated that a concrete cut-off was placed in themill's headrace before backfilling to preclude flowing waterthrough the mill. Dampness was causing mildew in the library.

2.3 Operation

No data pertaining to the operation of the dam were found.

2.4 Evaluation

a. Availability. A search of the New Jersey Departmentof Environmental Protection files, and contact with communityofficials revealed a limited amount of information.

b. Adequacy. The information retrieved is inadequate toevaluate; however, the visual inspection is deemed adequate tocomplete this Phase I Inspection Report.

}S

*i

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SECTION 3VISUAL INSPECTION

3.1 Findings

a. Dam. The left abutment is eroded. Undermining ofsome of the large rock outcrops of limestone downstream of therigh't abutment of the dam has occurred. Trees are growingupstream of the dam at the right and downstream of the dam atboth abutments. Evidence of seepage through the masonry jointswas noted on both right and left sides of the downstream faceof the spillway below the waterline.

b. Appurtenant Structure. Service bridge: majorcorrosion of the bottom chord joint gusset plates hassubstantially reduced the effectiveness of the bridge truss.The wood deck planking is weathered with several planksobserved to be deteriorated.

c. Reservoir Area. The watershed above the lake isgently to moderately sloping, wooded, and is partiallyurbanized. Some open fields exist along the right side of thereservoir. Slopes on the shore appear to be stable. Noevidence of significant sedimentation was observed in thereservoir. However, sediment at the upstream face of the damreaches nearly to the crest of the spillway. This is theresult of the action taken about 1960 to place clay andlake-bottom sediments at the upstream toe of the spillway andleft abutment to seal the leaks in the dam.

d. Downstream Channel. Some erosion and displacement ofthe vertical masonry block walls along the right and left sideof the channels downstream of the dam has occurred. Trees aregrowing on the left bank of the channel downstream of thespillway. One large tree is leaning into the channelapproximately 100 ft downstream of the dam.

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SECTION 4OPERATIONAL PROCEDURES

4.1 Procedures

No formal operating procedures were disclosed.

4.2 -Maintenance of Dam

No formal maintenance procedures for the dam were found, butfrom its condition, it is apparent that maintenance is neededto prevent serious deterioration of the structure.

4.3 Maintenance of Operating Facility.

No formal maintenance procedures for the operating facilitieswere found.

4.4 Warning System

No description of any warning system was disclosed.

4.5 Evaluation of Operational Adequacy

Because of the lack of operation and maintenance procedures,the remedial measures described in Section 7.2 should beimplemented as prescribed.

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-0I I I IIl

Il II II IL . . l. . .

SECTION 5HYDROLOGIC/HYDRAULIC

5.1 Evaluation of Features

a. Design Data. Because no hydrologic or hydraulic datawere revealed an evaluation could not be performed.

b. Experience Data. No experience data were found.

c. Visual Observation. The spillway appears to be in

good condition. At the left spillway abutment downstream, thebedrock is seriously undermined in part, caused by tree rootsthat have spread along the joint planes. The dam now has nolow-level outlet; the old mill race has been blocked off andthe gate in the mill building is closed and presumed to beinoperable. Because the low chord of the-bridge is just belowtop of dam, the condition of the bridge is important in theevent of overtopping. The poor structural condition of thetrusses, caused by corrosion, makes the bridge a liability tothe integrity of the dam if it should collapse.

d. - Blair Lake Overtopping Potential. Thehydraulic/hydrologic evaluation for the dam is based on aselected Spillway Design Flood (SDF) equal to the ProbableMaximum Flood (PMF) in accordance with the range of test floodsgiven in the evaluation guidelines, for dams classified as HighHazard and small in size. The PMF was determined byapplication of the SCS dimensionless unit hydrograph to a24-hour probable maximum precipitation of 22.2 inches.Hydrologic computations are given in Appendix 3. The routedPMF peak discharge for the subject drainage area is 21,554 cfs.

The minimum elevation of the dam allows 2.9 feet of depth abovethe spillway, before overtopping occurs. Under this head thetotal spillway capacity is 984 cfs, which is less than theselected SDF inflow (approximately 4.6 percent).

Flood routing calculations indicate that Blair Lake Dam will beovertopped for 15.5 hours to a maximum depth of 11 feet underPMF conditions. It is estimated that the spillway can passabout 4.6 percent of the peak PMF inflow without overtoppingthe dam.

Bank full condition downstream, which occurs at incipientovertopping, is about 5 to 6 feet. If the dam were to fail atovertopping, a significant increase (3.6 feet) in downstreamflood stage would occur at the damage center. Failure with astage one foot above the dam crest is likely, and wouldincrease the downstream stage by 2.7 feet, causing an increase

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.. . .. .... .

to the hazard of loss of life in Blairstown. Since theone-half PMF would overtop the dam by 7.6 feet, more thanneeded to cause failure, the spillway capacity is seriouslyinadequate.

e.. Drawdown Capability. Since the mill headrace wasfilled, no drawdown capability has existed at Blair lake Dam.

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SECTION 6STRUCTURAL STABILITY.

6.1 Evaluation of Structural Stability. Trees growingimmediately upstream of the dam may cause seepage if their rootsystems penetrate and dislodge the masonry blocks in the dam.Several large blocks of bedrock which have been displaced onthe .right abutment downstream of the dam may cause stabilityproblems at the right abutment.

Based on visual insection alone, it is not possible todetermine the character of the dam foundation or the interiorof the cross section. Therefore, it is not possible toevaluate the factor of safety of the dam against slope failure,sliding or overturning.

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. No record of post-constructionchanges was available; however, Mr. Rea indicated that in about1960, a total of 1,500 cubic yards of clay and lake-bottomsediments was placed along the upstream toe of the spillway andleft embankment.

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 fromearthquake 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.

-i0

SECTION 7ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES

7.1 Dam Assessment

a. Condition. Blair Lake Dam is 78 years old and is infair condition.

b. Adequacy of Information. The information available issuch that the assessment of the dam must be based primarily 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 Recommendations/Remedial Measures

a. Recommendations. The owner should retain aprofessional engineer qualified in the design and constructionof dams to accomplish the following in the near future:

1. Investigate the seriously inadequate spillwaycapacity and design, and implement remedialmeasures indicated.

2. Design and oversee installation of properly sizedlow-level outlet and gate.

3. Design and oversee procedures for the removal oftrees and root systems from immediately upstreamand downstream of the dam.

4. Evaluate the potential for undermining of theabutment support at the right side of the damowing to the loss of several large bedrock blocks.

5. Design and oversee procedures for elimination ofthe seepage through the stone masonry in thespillway.

6. Design and oversee repair or replacement to theservice bridge trusses and wood deck.

7. Consider the provision of a low level outlet.

-11-

b. Alternatives. None recommended.

c. Operating and Maintenance Procedures

The owner should accomplish the following items soon:

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

The owner should do the following in the near future:

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

-12-

____ BLAIR? LAKE 4~RIDGEOVER SPILLWAY

TRAINING WALLS

OLD MILL BUILr)ING (ROCK '

OUTCROP(LIBRARY)()

MAIN STREET

STORE

-E 1. 365 2 -

12A OS

10E 359.d- v 20'- I.59 I'

F 1.3-,7d -El 35.2'SPILLWAY E1.35, 0'

ELEVATION

Aniderson- Nichols aclc U.S. ARMY L N6!: L~ Vk D I, ,KLICORPSOF tINCINtrki.

I~~C~~V~~N KASC*tT It ALW. F HIA, frA

NATIONAL PROGRAM OF INSPECTION OF NO;N-FED.DAf,*S

BLAIR LAKE DAM

BLAIR CREEK N, r v FFy

_ _ _ 7-N 1~ L '- -

Mill

wanut -DA LOCATIO Fra INdve .o r Lakfero

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& ..tlan ." ,,K*, , .-0il OUtItl N;~U $

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lb I C 0O milk E

-DALCAMO MAPAIN odprMA BASED y ON STTEOFNWERE

OrICIA MA , 5UDE HuLAIRe CREEK eWERE10 aCA 110 t4Mdie t sp

APPENDIX 1

CHECK LIST

VISUAL INSPECTION

BLAIR LAKE DAM

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CHECK LISTHYDROLOGIC AND HYDRAULIC DATA

ENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: 10.85 square miles, moderate slope,

wooded.

ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 355' NGVD (24 acre-

feet)

ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY) Not applicable

ELEVATION MAXIMUM TEST FLOOD POOL: 370' NGVD

ELEVATION TOP DAM: 359.0' NGVD

SPILLWAY CREST: Uncontrolled masonry

a. Elevation 355' NGVD

b. Type Broad crested

c. Width 4 feet

d. Length 41 feet

e. Location Spillover Right center of dam

f. Number and Type of Gates None

OUTLET WORKS: None

HYDROMETEOROLOGICAL GAGES: None

MAXIMUM NON-DAMAGING DISCHARGE: 984 cfs

b

1-1

APPENDIX 2

PHOTOGRAPHS

BLAIR LA~KE DAM

ADrii 22.

VuI.s okina bat righ dar,6 an spi II o Ya bu tmn t~

and growth of large trees with roots exposed adjacent to (jam.

February 18, 16

View looking in downstream direction aloriq axis of old millrace; roof of old mill buil dina (now a plbl c I ;brary) isjust above arched bridge.

2-1

View of downstream left spillway abutment contact; note t? eesup to 14-inch diameter on slope, erosionl, detbrs, anld port ionsof I ined downstream channel wallI missing.

-Apri 22 IQS -

View of exposed bedrock contact at right spillway abutment.

2-2

Apri 2.

Gus.set p! ates ru~ted 2iouor unr i dqe over spii i way.

April 22. 1

Rust eaten gussets on upstream truss; note that rust is

eating into truss angle bars.

2- 3

..... ...

V c o r)o t r uhi d -w; o a n c ha r-, crul c cowo be ext(ended 2 fee t into; openinq.

2-4?

... . -W- A alk. '+t i, , .,. N "i l

ii

February 18, 1

View of intake at head of old mill race at mill building

on Main Street 200 feet downstream of dam.

April 22, 1981

View looking upstream across reservoir at inlet from Blair

Creek; note that flow must turn nearly a right angle to

pass over spillway.

2-5

IV

April 22, :961

View looking at downstream channel f rom rig.ht bank at~ dam;,

note Main Street Bridge.

April 22. 1&

View looking downstream from downstream side of Main StrevtBridge.

2-6

APPENDIX 3

HYDROLOGIC COMPUTATIONS

BLAIR LAKE DAM

_~ 4LA -7/~

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NTO AL PRGA1FISPCINO7 CAEI IENON~ -FD DM

0'BLAI LAK DAM

BLA'I,'OW TONHP NE ERE

JUNE 198 SHES BAR//N J.15, EIED17DEPARTMENT,- OF TH RYADAABOKI ,N.. A 94 EIE 91

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APPENDIX 4

HEC-1 OUTPUT

BLAIR~ LAKE DAM

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APPENDIX 5

REFERENCES

BLAIR LAKE DAM

rAAPPENDIX 5REFERENCES

9BLAIR LAKE DAM

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 NewJersey, revised by H.B. Kummel, 1931, and by M.E. Johnson,1950. New Jersey Department of Conservation of EconomicDevelopment Atlas.

Salisbury, Kummel, Peet and Whitson, (1902) Glacial Map of NewJersey.

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.

Sharpe, John C. Memoirs of Blair, privately printed inBlairstown, N.J. 1939.

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: Blairstown, New Jersey, (1955), Photorevised 1970.

Viessman, Warren, Jr., J.W. Knapp, G.L. Lewis, T.E. Harbaugh,Introduction to ilydrolg9 y, Harper and Row, Publishers, NewYork, Second Edition .- 71, 704 pp.