AD,-AI01 205 BAKER (MICHAEl.) .IR INC BEAVER PA F/B 13/13

NATIONAL DAN INSPECTION REPORT. BRESKIN POND DAM NUMBER I. (NI -- ETC(U)APR 81 J A DZIUBEK DACW31-81-C-O011

UNCLASSIFIED ML

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END

OHIO RIVER BASIN

UNNAMED TRIBUTARY TO FOURMILE RUN, WESTMORELAND COUNTYPENNSYLVANIA

NDI No. PA 011410PennDER No. 65-141

Dam Owner: Joseph Breskin

PHASE I INSPECTION REPORT

NATIONAL DAM INSPECTION PROGRAM

I IM

prepared for

DEPARTMENT OF THE ARMYBaltimore District, Corps of Engineers

Baltimore, Maryland 21203 DTICprepared by ELECTE

MICHAEL BAKER, JR., INC. JUL 10 1981Consulting Engineers4301 Dutch Ridge Road

il Beaver, Pennsylvania 15009 D

I 'Oriil ccnt-iin3 colorApril 1981 plates: All DTIC rproduct-

_ o w:, will be in black nd

DIST.i..r..N STATI'TIT A whitu"{ -iS i>ri~ TIi: 0.1T --,,,, , A p p roove o r plibio ,,1,,o a. 100 3 0Distzibution Unhn-xited 81 7 1 0

OHIO RIVER BASIN

BRESKIN POND DAM ? 1

WESTMORELAND CUQ .;,Y COMMONWEA ifa ,OF PENNSYLA.U -(NDI t1,oWpvA- Oll4j'PennDER N.. 65-14,

PHASE I INSPECTION REPORT,NATIONAL DAI INSPECTION PROGRAM

Prepared for: DEPARTMENT OF THE ARMYBaltimore District, Corps of EngineersBaltimore, Maryland 21203

Prepared by: MICHAEL BAKER, JR., INC.Consulting Engineers4301 Dutch Ridge RoadBeaver, Penn-gtL.±ia 15009

Accession For

NTIS GRA&IDTIC TAB -

Unannounced ElJustificatio

; _ ~D iSt ribut i O '/10 .?

Availability Codes- ,Avail and/or

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plates: All DrIC reproduct- r- n-nved for public releaselions will be in blacl aid i ihon Unlimitedwhite*

PREFACE

This report is prepared under guidance contained in the"Recommended Guidelines for Safety Inspection of Dams," forPhase I Investigations. Copies of these guidelines may beobtained from the Office of Chief of Engineers, Washington,D.C. 20314. The purpose of a Phase I Investigation is toidentify expeditiously those dams which may pose hazards tohuman life or property. The assessment of the generalcondition of the dam is based upon available data and visualinspections. Detailed investigation, and analyses involvingtopographic mapping, subsurface investigations, testing, anddetailed computational evaluations are beyond the scope of aPhase I Investigation; however, the investigation is intendedto identify any need for such studies.

In reviewing this report, it should be realized that thereported condition of the dam is based on observations offield conditions at the time of inspection along with dataavailable to the inspection team. In cases where the reser-voir was lowered or drained prior to inspection, such action,while improving the stability and safety of the dam, removesthe normal load on the structure and may obscure certainconditions which might otherwise be detectable if inspectedunder the normal operating environment of the structure.

It is important to note that the condition of a dam dependson numerous and constantly changing internal and externalconditions, and is evolutionary in nature. It would beincorrect to assume that the present condition of the damwill continue to represent the condition of the dam at somepoint in the future. Only through frequent inspections canunsafe conditions be detected and only through continuedcare and maintenance can these conditions be prevented orcorrected.

Phase I Inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with theestablished guidelines, the spillway design flood is basedon the estimated "Probable Maximum Flood" for the region(greatest reasonably possible storm runoff), or fractionsthereof. The spillway design flood provides a measure ofrelative spillway capacity and serves as an aid in deter-mining the need for more detailed hydrologic and hydraulicstudies, considering the size of the dam, its general con-dition and the downstream damage potential.

i.i

PHASE I REPORTNATIONAL DAM INSPECTION PROGRAM

Breskin Pond Dam No. 1, Westmoreland County, PennsylvaniaNDI No. PA 01141, PennDER No. 65-141

Unnamed Tributary to Fourmile RunInspected 5 December 1980

ASSESSMENT OFGENERAL CONDITIONS

Breskin Pond Dam No. l yw-s-oeph-Breskr.7- is classi-fied as a "Significant" hazard - "Small" size dam. The damwas found to be in fair overall condition at the time ofinspection.Hydraulic/hydrologic evaluations, performed in accordance

with procedures established by the Baltimore District, Corpsof Engineers, for Phase I Inspection Reports, revealed thatthe spillway will pass approximately 30 percent of theProbable Maximum Flood (PMF) before overtopping will occur.A spillway design flood (SDF) in the range of the 100-yearflood to the 1/2 Probable Maximum Flood (1/2 PMF) is requiredfor Breskin Pond Dam No. 1. The 100-year flood was chosenbecause the dam is on the low end of the "Small" size categoryin terms of storage capacity. The total duration and maximumdepth of overtopping during the 100-year flood are 0.6 hoursand 0.34 foot, respectively. The spillway is thereforeassessed as being "Inadequate." It is recommended that theowner, under the guidance of a professional engineer, developremedial measures to ensure that the dam will not be overtoppedby the 100-year flood.

The inspection and review of available information revealedcertain items of work which should be performed withoutdelay by the owner. , Item 1 below should be completed underthe guidance of a qbaalified professional engineer experi-enced in the design and construction of earth dams.

1) Develop remedial measures to ensure that the damwill not be overtopped by the 100-year flood.

2) Provide riprap or some means of protecting theemergency spillway channel from erosion during theSDF.

ii

BRESKIN POND DAM No. 1

3) Cut the brush and sapling!. on the downstreamslope.

H4) Fill the rodent hole on the downstream face of the* embankment.

A formal emergency warning system has been prepared. It isrecommended that formal emergency operation procedures for'the dam be prepar-ed. It is fUrther recommended that formalinspection, maintenance, and operati'.n procedures and recordsbe developed and implemented. These shoul~d be included in aformal maintenance and operations man-Aal for the dam.

4 Submitzed by:

* MICHAEL BAKER, JR., INC.

;1 John A. Diiubek, P.E.

r r Engineering Manaqer-Geotechnical

Date: April 24, 1981

Approved by:

DEPARTMENT OF THE ARMYB TIMORE DISTRJ.T, CORPS OF ENGINEERS

JAMES W. PECK

oln Corps I Engineers

Date:- /4 /

0 W4

C0

TABLE OF CONTENTS

* Page

Section 1 - Project Information 1Section 2 -Engineering Data 5Section 3 - Visual Inspection 7Section 4 -Operational Procedures 9ISection 5 - Hydraulic/Hydrologic 10Section 6 - Structural Stability 12Section 7 - Assessment, Recommendations/Remedial

Measures 14

APPEND ICES

Appendix A - Visual Inspection Check List, FieldSketch, Top of Dam Profile, and TypicalCross-Section

Appendix B - Engineering Data Check ListAppendix C - Photograph Location Plan and PhotographsAppendix D - Hydrologic and Hydraulic ComputationsAppendix E - PlatesAppendix F - Regional Geology

V

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

BRESKIN POND DAM No. 1NDI No. PA 01141, PennDER No. 65-141

SECTION 1 - PROJECT INFORMATION

1.1 GENERAL

a. Authority - The Dam Inspection Act, Public Law92-367, authorized the Secretary of the Army,through the Corps of Engineers, to initiate aprogram of inspection of dams throughout theUnited States.

b. Purpose of Inspection - The purpose of the inspec-tion is to determine if the dam constitutes ahazard to human life or property.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances - BreskinPond Dam No. 1 is an earthfill embankment with aheight of 29 feet and a length of 338 feet. Theembankment has a minimum crest elevation of 1491.8feet Mean Sea Level (ft. M.S.L.), a crest width of24 feet and side slopes of 2.25H:IV (Horizontal toVertical) upstream and 2H:lV downstream.

The principal spillway of the dam consists of a30-inch diameter bituminous coated corrugatedmetal pipe (BCCMP) which acts as a fixed crestriser. It is connected to a 24-inch BCCMP thatextends through the embankment and exits near thetoe. According to the owner, there are fourcorrugated metal anti-seep collars (6 ft. by6 ft.) on this pipe. The crest of the principalspillway is at elevation 1488.5 ft. M.S.L. and isprotected with a trash rack.

The emergency spillway, located on the rightabutment, is an unvegetated (at time of inspection)earth trapezoidal channel. The spillway has abottom width of 6 feet (perpendicular to flow) andside slopes of 5H:lV. The spillway crest elevationof 1489.9 ft. M.S.L. is about 2 feet lower thanthe minimum top of dam. The spillway empties intoa grass-lined trapezoidal discharge channel.

r-

!1 1

There is an 8-inch BCCMP running through thebottom of the embankment that can be used todewater the reservoir. This pipe is controlled byan Armco slide gate which is operated from theupstream crest of the embankment. According tothe owner, there are four corrugated metal anti-seep collars (5 ft. by 5 ft.) on this pipe. Thereis also a leaf gate located at the outlet end ofthe pipe.

b. Location - Breskin Pond Dam No. 1 is located on anunnamed tributary of Fourmile Run, approximately3.8 miles north of Mansville, Pennsylvania. Thestructure is located in Ligonier Township, Westmore-land County, Pennsylvania. The coordinates ofthe dam are N 40' 13.9' and W 790 19.3'. The damand reservoir are shown on USGS 7.5 minute topographicquadrangle, Stahlstown, Pennsylvania.

c. Size Classification - The height of the dam is 29feet. The reservoir volume to the top of dam,elevation 1491.8 ft. M.S.L., is 36 acre-feet.

Therefore, the dam is in the "Small" size category.

d. Hazard Classification - There are a low number ofhabitable structures which might be affected by afailure of Breskin Pond No. 1. There is oneresidential structure located immediately downstreamfrom the dam in which there is likely to be economic

damage and loss of life if the dam were to fail.This house is approximately 5 to 10 feet above thestreambed.

Breskin Pond No. 2 (NDI No. PA 00485, PennDERNo. 65134) is located approximately 1700 feetdownstream from Breskin Pond No. 1. Breskin PondDam No. 2 has been classified as a "High" hazarddam. One house and one summer cottage are located2000 feet downstream of Breskin Pond No. 2.Economic damage to these structures, as well as toa secondary road and driveways, is likely tooccur. However, failure of Breskin Pond No. 1 isnot likely to cause loss of life in the damagecenter downstream from Breskin Pond No. 2.Breskin Pond No. I is therefore classified as a

"Significant" hazard dam.

e. Ownership - The dam is owned by Joseph Breskin,506 MaGee Building, 336 Fourth Avenue, Pittsburgh,PA 15222.

2

f. Purpose of Dam - The reservoir created by the damis used for recreation.

g. Design and Construction History - Breskin Pond DamNo. 1 was constructed in 1971 by Latimer Construc-tion Company of New Alexandria, Pennsylvania.J. Fred Triggs, P.E., of Pittsburgh, Pennsylvania,and Ronald E. Kelley, P.E., of Greensburg, Pennsyl-vania, conducted separate engineering studies andmade recommendations for modifications of the damin 1972. Modifications of the dam in accordancewith the plans and specifications prepared byRonald E. Kelley were completed in 1973.

h. Normal Operating Procedures - The normal depth ofthe reservoir is approximately 4 feet (elevation1472.6 ft. M.S.L.). The owner indicates that theimpoundment has a leaky reservoir which cannotmaintain a full pool; therefore, he cannot raisethe reservoir level to the crest of the principalspillway.

1.3 PERTINENT DATA

a. Drainage Area (square miles) - 0.2

b. Discharge at Dam Site (c.f.s.) -

Maximum Flood UnknownSpillway Capacity at Maximum Pool

(El. 1491.8 ft. M.S.L.) - 154

c. Elevation* (feet above Mean Sea Level [ft. M.S.L.1) -

Design Top of Dam - UnknownMinimum Top of Dam - 1491.8Maximum Design Pool - UnknownPrincipal Spillway Crest - 1488.5Streambed at Toe of Dam - 1463.0Maximum Tailwater of Record - Unknown

d. Reservoir (feet) -

Length of Maximum Pool(El. 1491.8 ft. M.S.L.) - 600

Length of Normal Pool(El. 1488.5 ft. M.S.L.) - 400

*All elevations are referenced to assumed elevation for thecenterline of the adjacent roadway, El. 1500.0 ft. M.S.L.,

as assumed from the USGS 7.5 minute topographic quadrangle,4Stahlstown, Pennsylvania.

3

e. Storage (acre-feet) -

Top of Dam (El. 1491.8 ft. M.S.L.) - 36

Normal Pool (El. 1488.5 ft. M.S.L.) - 29

f. Reservoir Surface (acres) -

Top of Dam (El. 1491.8 ft. M.S.L.) - 2.37Normal Pool (El. 1488.5 ft. M.S.L.) - 1.84

g. Dam-

Type - EarthfillTotal Length Without Spillway (feet) - 338Height (feet) - Design - Unknown

Field - 29Top Width (feet) - 24Side Slopes - Upstream - 2.25H:lV

Downstream - 2H:lVZoning - NoneImpervious Core - NoneCut-off - NoneDrains - None

h. Diversion and Regulating Tunnels - None

i. Principal Spillway -

Type - 30-inch BCCMP riser pipe connected to a24-inch BCCMP outlet conduit.

Location - Right-center of embankment.Crest Elevation (ft. M.S.L.) - 1488.5Gates - NoneDownstream Channel - Spillway discharges near

downstream toe of dam andflows to the original streamchannel.

j. Emergency Spillway -

Type - Trapezoidal earth channelLocation - Right abutmentBottom Width of Channel Perpendicular

to Flow (feet) - 6Side Slopes 5H:lVCrest Elevation (ft. M.S.L.) - 1489.9Gates S NoneDownstream Channel - Spillway discharges past

embankment and into theoriginal stream channel.

k. Outlet Works - 8-inch BCCMP controlled by Armcoslide gate, operated from crest ofembankment.

4

SECTION 2 - ENGINEERING DATA

2.1 DESIGN

The information reviewed consisted of File 65-141 ofthe Pennsylvania Department of Environmental Resources(PennDER). This file contained the followinginformation:

1) The contract between Joseph and Kathleen Breskinand Latimer Construction Company of New Alexandria,Pennsylvania for the construction of two dams,dated 10 September 1971.

2) Various correspondence between Joseph Breskin andthe Department of Forest and Waters and the Depart-ment of Environmental Resources regarding thedesign and safety of the dam.

3) An engineering report on the condition of BreskinPond Dam No. 1 by J. Fred Triggs, P.E., dated27 February 1972.

4) Test results and boring logs on the soils at thedam site by Pittsburgh Testing Laboratory, dated10 June 1972.

5) Design plans for a spillway by J. Fred Triggs,P.E., dated 10 June 1972.

6) Design plans for an emergency spillway plan and anengineering report on the dam by Ronald E. Kelley,P.E., dated 24 June 1972.

7) Final report on completion of modifications to theBreskin Dams by Ronald E. Kelley, P.E., dated20 July 1973.

8) An inspection report on Breskin Pond Dam No. 2,conducted on 26 May 1978, stating that BreskinPond Dam No. 1 was found to be dewatered and waterwas flowing through the 8-inch diameter outletpipe.

2.2 CONSTRUCTION

Breskin Pond Dam No. 1 was constructed in 1971 byLatimer Construction Company of New Alexandria,

45

Pennsylvania. The spillway of the dam was modified inaccordance with plans and specifications prepared byRonald E. Kelley, P.E., of Greensburg, Pennsylvania.This work was completed in July of 1973.

2.3 OPERATION

Mr. Joseph Breskin, the owner, and his caretaker, ElmerLenhart, are responsible for the maintenance and opera-tion of the dam. Mr. Breskin visits the dam daily.Maintenance procedures and a general inspection of thedam are performed monthly. However, there is no opera-tion and maintenance manual.

2.4 EVALUATION

a. Availability - PennDER File No. 65-141 containsthe design drawings, correspondence and memorandumsfor Breskin Pond Dam No. 1.

b. Adequacy - The information available is generallyadequate for a Phase I Inspection.

c. Validity - Observations and measurements performedduring the visual inspection indicated a fewdeviations from the design drawings of the emer-gency spillway of the dam. These are:

1) There is no thin layer of concrete overthe embankment at the emergency spillway.

2) There is no riprap on the right down-stream embankment below the dischargechannel of the emergency spillway.

3) The emergency spillway discharge channelis not lined with riprap.

6

SECTION 3 -VISUAL INSPECTION

3.1 FINDINGS

a. General - The dam was found to be in fair overallcondition at the time of inspection on 5 December1980. No unusual weather conditions were experi-enced during the inspection. The pool level was

* I approximately 16 feet below riser crest (normalpool) level. Noteworthy deficiencies observedduring the visual inspection are described brieflyin the following paragraphs. The complete visualinspection checklist, field sketch, top of damprofile, and typical cross-section are given inAppendix A.

b. Dam - The downstream slope is covered with brushand small saplings. A rodent hole was observed atStation 3+25, approximately 7 feet below thecrest. The owner reports that the reservoir willnot hold water. He reports that a rise of 3 to 4inches occurs in his springhouse downstream fromthe dam when the lake is full. No outlet forseepage from the reservoir was observed in theimmediate area of the dam during the inspection.

c. Appurtenant Structures - An 8-inch Armco slidegate, which can be operated from near the crest onthe upstream slope, serves as closure for theoutlet pipe. The crank rods for this slide gateare bent; however, the owner reports the slidegate is operational. The discharge end of theprincipal spillway is located 6.5 feet above thedownstream toe of the embankment. Because of thepresent configuration of the outlet end of theprincipal spillway, there is potential for scourand erosion of a portion of the embankment. Atthe time of the inspection, this area was noteroded; however, it should be examined in futureinspections. The emergency spillway is located atthe right abutment of the dam. Approximately halfof the control section is excavated to bedrock;the other half consists of erodible soils withoutvegetation (i.e., grass) cover.

d. Reservoir Area - The reservoir slopes are moderatewith no signs of instability. Sedimentation isnot a problem for this impoundment. The owner

4 7

indicates that this impoundment has a leaky reser-voir which cannot maintain a full pool.

e. Downstream Channel - There is a two-story woodenframe residence approximately 200 feet downstreamof the dam to the left of the downstream channel.Breskin Pond Dam No. 2 (NDI No. PA 00485, PennDERNo. 65-134) is located approximately 1700 feetdownstream of Breskin Pond Dam No. i. Ackenheiland Associates has prepared a Phase I InspectionReport for Breskin Pond Dam No. 2, dated 21 August1980. One house and one summer cottage are located2000 feet downstream of Breskin Pond Dam No. 2.These may suffer economic damage if Breskin PondDam No. 1 were to fail.

8

SECTION 4 -OPERATIONAL PROCEDURES

4.1 PROCEDURES

There is a formal warning and evacuation plan in effectfor Breskin Pond Dam No. 1. The plan was written inOctober 1980 and includes a plan to alert downstreamoccupants and local authorities of the procedures thatshould be followed in the event of a severe flood orimminent failure of the dam.

4.2 MAINTENANCE OF DAM

There are no formal records of maintenance or formalprocedures for evaluating the necessity of maintenancefor the structure. It is recommended that formalinspection procedures be developed.

4.3 MAINTENANCE OF OPERATING FACILITIES

The only operating facility at Breskin Pond Dam No. 1is an 8-inch gate valve on the bottom of the upstreamembankment. This gate valve is operated by a controlat the upstream crest of the embankment. According tothe owner, this valve and operating equipment is oiledand checked regularly by his caretaker. This valve isused to draw down the reservoir during the wintermonths.

4.4 DESCRIPTION OF ANY WARNING SYSTEM

There is a formal warning and evacuation plan in effectfor Breskin Pond Dam No. 1. The plan was written inOctober 1980 and includes a plan to alert downstreamoccupants and local authorities of the procedures thatshould be followed in the event of a severe flood orimminent failure of the dam.

4.5 EVALUATION OF OPERATIONAL ADEQUACY

The current operational features are adequate for thepurpose they serve. However, it is recommended that aformal maintenance and operations manual be preparedfor this dam.

9

SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data - No hydrologic or hydraulic designcalculations are available for Breskin Pond DamNo. 1.

b. Experience Data - There is no information availableon the maximum reservoir level or discharge.

c. Visual Observations - There is one low spot on thecrest of the dam, located nea : the center of theembankment at Station 2+50. This spot is approxi-mately 1.9 feet above the spillway crest.

The velocity in the emergency spillway during the1/2 PMF is approximately 7 f.p.s. which will causeerosion of the unprotected channel. The spillwaychannel should have riprap or some other type oferosion protection.

No other problems were observed during the inspec-tion which would indicate that the dam and appurte-nant structures could not perform satisfactorilyduring a flood event.

d. Overtopping Potential - Breskin Pond Dam No. 1 isa "Small" size - "Significant" hazard dam requiringevaluation for a spillway design flood (SDF) inthe range of the 100-year flood to the 1/2 ProbableMaximum Flood (1/2 PMF). Because of the smallsize of the impoundment, the 100-year flood wasselected as the SDF.

The hydraulic capacity of the dam, reservoir andspillway was assessed by using the U.S. Army Corpsof Engineers' Flood Hydrograph Package, HEC-I DB.The hydrologic characteristics of the drainagebasin, specifically the Snyder's unit hydrographparameters, were obtained from a regionalizedanalysis conducted by the Baltimore District ofthe U.S. Army Corps of Engineers.

Analysis of the dam and spillway shows that thedam would be overtopped by the 100-year flood fora total duration of 0.60 hour by a maximum depthof 0.34 foot.

10

e. Spillway Adeauacy - As outlined in the aboveanalyses, the spillway will not pass the SDFwithout overtopping the dam; therefore, the spillwayis considered "Inadequate."

4

(.

|i1

SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations - There were no structuralinadequacies noted during the visual inspectionthat cause concern for the structural stability ofthe dam.

b. Design and Construction Data - A boring was per-formed by Pittsburgh Testing Laboratories on3 January 1972. This boring went through theembankment and into the underlying foundation. Ashelby tube sample was extracted from a depth of5.0 ft. to 6.5 ft. A sample from this shelby tubewas sheared in a direct shear apparatus with thefollowing results:

Cohesion (c) = 0.26 TSF

Angle of Internal Friction (0) = 34.4'

A 27 February 1972 Engineering Report by J. FredTriggs, P.E., contained the following informationconcerning the stability analysis:

"Stability analyses have been made in accord-ance with recommended procedures in 'Engineer-ing for Dams,' by Justin, Hinds and Craeger,John Wiley and Sons, Inc., June 1957. Theseanalyses show a Factor of Safety in Resistanceto Sliding of 73914/24,500 or 3.02; a Factorof Safety of Stability against HeadwaterPressure of 51.53/14.84 or 3.47; and a Factorof Stability in the case of Instant Drawdownof 42,058/20980 or 2.004."

Since no sign of distress was observed in thefield and the slopes have had a history of satis-factory performance, further assessments of thestructural stability are not considered necessary.However, should future inspections observe signsof distress or seepage which would affect thestructural stability of the dam, additional evalua-tions and corrective measures may become necessary.

c. Operating Records - No operating records areavailable. Nothing in the procedures described bythe owner indicates concern for the structuralstability of the dam.

12

d. Post-Construction Changes - No changes adverselyaffecting the structural stability of the dam havebeen performed.

e. Seismic Stability - The dam is located in SeismicZone 1 of the "Seismic Zone Map of the ContiguousUnited States," Figure 1, page D-30, "RecommendedGuidelines for Safety Inspection of Dams." Thisis a zone of minor seismic activity; therefore,further consideration of the seismic stability isnot warranted. I

I311

SECTION 7 - ASSESSMENT, RECOMMENDATIONS, REMEDIAL MEASURES

7.1 DAM ASSESSMENT

a. Safety - Breskin Pond Dam No. 1 was found to be infair overall condition at the time of inspection.The dam is a "Significant" hazard - "Small" sizedam requiring a spillway capacity in the range ofthe 100-year flood to the 1/2 PMF. The 100-yearflood was chosen as the SDF because the dam is onthe low end of the "Small" size category in termsof storage capacity. As presented in Section 5,the spillway and reservoir are not capable ofpassing the 100-year flood without overtopping ofthe dam. During the 100-year flood, the depth andduration of overtopping are 0.34 foot and 0.60hours, respectively. Therefore, spillway isconsidered to be "Inadequate".

b. Adequacy of Information - The information availableand the observations made during the visual inspec-tion are considered sufficient for this Phase IInspection Report.

c. Urgency - The owner should immediately initiatethe further investigation discussed in paragraph7.l.d.

d. Necessity for Additional Data/Evaluation - Thehydraulic/hydrologic analysis performed in connec-tion with this Phase I Inspection Report hasindicated the need for additional spillway capacity.It is recommended that the owner of Breskin PondDam No. 1, under the guidance of a professionalengineer, develop remedial measures to ensure thatthe dam will not be overtopped by the 100-yearflood.

7.2 RECOMMENDATIONS/REMEDIAL MEASURES

The inspection and review of information revealedcertain items of work which should be performed withoutdelay by the owner. Item 1 below should be completedunder the direction of a qualified professional engineerexperienced in the design and construction of earthdams.

1) Develop remedial measures to ensure that thedam will not be overtopped by the 100-yearflood.

(1

14

2) Provide riprap or some means of protecting

the emergency spillway channel from erosionduring the SDF.

3) Cut the brush and saplings on the downstreamslope.

4) Fill the rodent hole on the downstream faceof the embankment.

A formal emergency warning system has been prepared.It is recommended that formal emergency operationprocedures for the dam be prepared. It is furtherrecommended that formal inspection, maintenance, andoperation procedures and records be developed andimplemented. These should be included in a formalmaintenance and operations manual for the dam.

WiS

15

APPENDIX A

VISUAL INSPECTION CHECK LIST, FIELD SKETCH,TOP OF DAM PROFILE, AND TYPICAL CROSS-SECTION

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MICHAEL BAKER, JR., INC.THE BAKER ENGINEERS BRESKIN POND DAM NO. 1

Box 280 TOP OF DAM PROFILEBeaver, Pa. 15009 TYPICAL CROSS-SECTION

DATE OF INSPECTION: 5 December 1980

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APPENDIX B

ENGINEERING DATA CHECK LIST

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CHECK LISTHYDROLOGIC AND HYDRAULIC DATA

ENGINEERING DATA

.R-:NAGE AREA CHARACTERISTICS: 0.2 sq. mi., moderate to steep

slopes, heavily wooded

ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 1488.5 ft. M.S.L.

(29 ac.-ft.)

ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): 1491.8 ft. M.S.L.

(36 ac.-ft.)

ELEVATION MAXIMUM DESIGN POOL: Unknown

ELEVATION TOP DAM: 1491.8 ft. M.S.L. (minimum top of dam elevation)

EMERGENCY SPILLWAY:

a. Crest Elevation 1489.9 ft. M.S.L.b. Type Trapezoidal earth channelc. Width of Crest Parallel to Flow 80 ft. (along centerline)

d. Length of Crest Perpendicular to Flow 6.0 ft. at bottom

e. Location Spillover Right abutmentf. Number and Type of Gates None

OUTLET WORKS:

a. Type 30" BCCMP riser pipe with 24" BCCMP outlet pipeb. Location 125 ft. left of emergency spillwayc. Entrance Inverts 1488.5 ft.d. Exit Inverts 1469.5 ft.e. Emergency Drawdown Facilities 8" BCCMP blow-ott pipe

HYDROMETEOROLOGICAL GAGES: None

a. Typeb. Locationc. Records

MAXIMUM NON-DAMAGING DISCHARGE Unknown

APPENDIX C

PHOTOGRAPH LOCATION PLAN AND PHOTOGRAPHS

DETAILED PHOTOGRAPH DESCRIPTIONS

Overall View - Overall View of Dam From Right Abutment

P.'Iotograph Location Plan

Photo I - View of Upstream Slope From Right Abutment

Photo 2 - View of Crest and Downstream Slope From Right-~ Abutment

Photo 3 - View of Crest From Left Abutment

Photo 4 - View of Downstream Slope From Left Abutment

Photo 5 - View of Principal Spillway Riser Crest

Photo 6 -View of Downstream End of Principal Spillway andOutlet Works

Photo 7 -Close-up View of Downstream Outlet Works HeadwallStructure

Photo 8 - View of Emergency Spillway Channel at Crest of Dam(Looking Downstream)

Note: Photographs were taken on 5 December 1980.

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BRESKIN POND DAM No. 1

PHOTO 1. View of Upstream Slope from Right Abutment

Pn

(- ~ PHOTO 2. View of Crest and Downstream Slope from Right Abutment

BRESKIN POND DAM No. 1

PHOTO 3. View of Crest from Left Abutment

" *PHOTO 4. View of Downstream Slope from Left Abutment

BRESKIN POND DAM No. 1

* PHOTO 5. View of Principal Spillway Riser Crest

PHOTO 6. View of Downstream End of Principal Splltway and Outlet Works

BRESKIN POND DAM No. 1

PHOTO 7. Close-up View of Downstream Outlet Works Headwall Structure

PHOTO 8. View of Emergency Spillway Channel at Crest of Dam(Looking Downstream)

".

APPENDIX D

HYDROLOGIC AND HYDRAULIC COMPUTATIONS

MICIAEL RAKER. JR., INC. Subject , ,,, '4'/o. / S.0. Na.

TIE BAKER ENGINEERS ,PjevpiK 9 - /q,,vo Sheet No._ of

HO\ 8O', e r'I/ 9. C Z -. 9 7- -A,- Drawing No.BOX 280/

Bva~er, Pa. 15009 Computed by .Checked by Date

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I

PREFACE

hYDROLOGIC AND .YDRAU LIC COMPUTATIONS

The hydrologic determinations prese-nted in this Phase IInspection Report are based on the use of a Snyder's unithydrograph developed by the U.S. Army Corps of Engineers.Due to the limited number of gaging stations available inthis hydrologic region and the wide variations of watershedslopes, the Snyder's coefficients may yield resilts oflimited accuracy for this watershee. As directed however, afurther refinement of these coefficients is beyond the scopeof this Phase I Investigation.

In addition, the conclusions presented pertain to presentconditions, and the effect of future development on thehydrology has not been considered.

ii

HYDROLOGY AND HYDRAULIC ANALYSIS

DATA BASE

AMIE OF DAIM: BRESKIN POND DAM NO. 1

100- YEAR STORM = 5.5 INCHES/24 HOURS(I)

STATION i 2 3 4 5

Station Description BRESKIN POND DAM No. I

Drainage Arpa (square miles) 0.2

Cumulative Drainage Area

(square miles) 0.2

Adjustment of PMF lyrDrainage Area (Z) 100-YEAR

STORM DISTRIBUTION6 [hours ON SHEET 12

12 Iln[mrs24 Hours48 [ours

72 Hours

SCS Dimensionless

Unit Hydrograph Parameters

Tc = . 94 Hr.

Lag Time = 0.56 Hr.

I-ISpillway Data

Crest Length (ft)Freeboard (ft)

Discharge Coefficient

(1)Technical Paper No. 40 Cooperative Studies Section, U.S. Weather Bureau, Washington, D.C., 1961.

11

MI1CHAEL BAKER, JR., INC. Subject eeskIN -DAM" U'Jo 1 S. 0. Na.______

THE BAKER ENGINEERS tIYDPAWLIC.- DA~TA Sheet No. 2.i.of 19

Box 280 Drawing No._______

Beaver, Pa. 15009 Computed by AKChocked by i C.Dote - - 8 1

,5TOPA&E CA~LCrUL.RTIOMS

AREA V,5. ELEVATIOA MEs. FROM VD

4ELEVJATI04J (FT) 5 VI F..e /AISE (?C.AES)

I~oo~c'3.47

*NOPWqL POO L $To R A GE

STORAG~E VOLI)WE- V 04 *4

h=ES71MATED~ Av~.vA6E DEPTH 204..OFT

1 j=SuI~rAc.E AREA OF A/0 fR 7A L POOL% 1. 81acre

-StURPAE AREA OF RESERVOIR BOTTOM'1.1Ocrt

(E-STIN1IVIE0 FROM~ AV A C.E.0Pr

ANVO 9IE.SERVOIPA 6$iOE SLOPES.')

N~OR~M OqL POOL 4~TO AG E V, -- I.sq +s 1

Top or: DAM. 5 TO AA C.E

3 cre (Fft", HC-i- NLY1S

5NNIDIFRS VniT NWirR'RoAPH PA~RME TERS

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BRESKIN POND

BRESK(N POND DAM:DRAINAGE AREA ANDCENTRQiD MAP

0 2000 4000 60O0

SCALE 1" 2000'

MICHAEL BAKER, JR., INC. Subject ''A, 9 A '0 . / S.O. No.THE BAKER ENGINEERS 7", , ,,' Pof sehoot o. of

Tox 280, S..-/O," Drawing No.Box 280Beaver. Pa. 15009 Computed by " Checked by . Date / Z -/6- a

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THE BAKER ENGINEERS (!:%,rz.A- P1iPe Zq4ie,-, Sheet No. " of I q

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MICHAEL BAKER, JR., INC. Subject Bis I" P aD Ao AvI 5.0 No.______

THE BAKER ENGINEERS Oe..rtLF Pi, fgqrwa Sheet No.____ Of JT7

Box 280 W )L Drowing No._______

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MICHAEL BAKER, JR., INC Subject _JF-5kJAOO P ,,o Wonr Ala. / S.No._ _

THE BAKER ENGINEERS O rLrr P P, K -'/- Shot No.. 7 of_1

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THE BAKER ENGINEERS Oa-rtrr P,.,A Rq,zt C,,xv. Sheet No. of

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MICHAEL BAKER, JR., I.NC. Subject OEX 5J',O Blv P"~ M,~0 / S.O. No._ _____

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MICHAEL BAKER, JR., INC. Subject &fk//P0A.O 1 A4 S.O. No.______

THE BAKER ENGINEERS A WVt 0, S'_iAft k Sheet No.JL of

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MICHAEL BAKER, JR., INC. Subject Ae6 KkV '-?LVP A9I IVO / .0. No.______

THE BAKER ENGINEERS /a -5-,-e Y7rve,, s,$r.'s ,ro Sheet No.L7-ofLL

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MICHAEL BAKER, JR., INC. Subjecte&6-/A Ala, IA /V. S. 0. No._______THE BAKER ENGINEERS AW- L~A A 0" A VA Sheet N. 1- of e

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MICHAEL BAKER, JR., INC. Subject ee- k'/M 'A.D .~ A4. S.D. No.______

THE BAKER ENGINEERS IC"yw, E~ 0 a C'4 ', r Sheet No.i ofL

~. 280 (~oLrnis'~.'at ~Drawing No.______

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APPENDIX E

- I PLATES

CONTENTS

Plate 1 - Location Plan

Plate 2 - Watershed Map

Plate 3 - Field Sketch From Visual Inspection

Plate 4 - Top of Dam Profile and Typical Cross-SectionFrom Visual Inspection

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QUADRAN~qLE.Pti0tOREVISED 1973BRSNPODAMN.* U.S.G.S.7.5 STAIILSTOWN, PA. BEKN PN A O

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-~ APPENDIX F-j

REGIONAL GEOLOGY

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Breskin Pond Dam No. INDI No. PA 01141, PennDER No. 65-141

REGIONAL GEOLOGY

Breskin Pond Dam is located in the Allegheny Mountainssection of the Appalachian Plateaus physiographic provinceon the eastern flank of Chestnut Ridge. The dam is situatedin a small valley with 10%-20% slopes in an area that showsa maximum relief of approximately 400 feet. This valleydrains southwest to Fourmile Run and then north to LoyalhannaCreek.

According to the Soil Conservation Service's Soil Survey forWestmoreland County, the soil in the vicinity of the damconsists primarily of silt foams that have a Unified SoilClassification of ML-CL. These soils are colluvium derivedfrom shales of the Freeport Formation and range from 2 to 20feet thick. The soils may contain minor amounts of sandwhere underlain by sandstone members and may contain up to25% parent material fragments in localized areas and atgreater depths in the soil profile. A test boring forJoseph Breskin (boring #5) indicates 15 feet of silty sandbelow the center of the dam.

Geologic references indicate that bedrock in the vicinity ofthe dam consists of members of the Freeport Formation in theAllegheny Group. This Pennsylvanian Age Formation liesstratigraphically below the Upper Freeport Coal and iscomposed primarily of shale with some mineable coals andnon-persistent sandstones. The coals generally have claysand limestones associated with them but have not been mined,except for localized stripping for private use. The testboring indicates that bedrock below the center of the dam isgray shale, probably of the Freeport Formation. Due to theextremely erratic occurrence of sandstone members in theformation, it could not be determined if the impoundment isfounded on the Butler sandstone, a clean, permeable, sandstonefound in a stratigraphically equivalent location further tothe southwest. However, the possibility of infiltrationproblems in the impoundment area does exist. The dam issituated on the eastern flank of the Chestnut Ridge Anticlinewhich plunges about 30 to the northeast in the vicinity ofthe dam. Thus, the strata beneath the dam is dipping approxi-mately 100 to the southeast. In view of this regional dip,artesian conditions could exist beneath the dam if a suitable,confined aquifer were present.

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GROUP FORMATION DESCRIPTION

Alluvium Sand, gravel. clay.

Terrace deposits Sand, clay, gravel (in terraces above pre-tentnivers, includes ( arrmichacls F~ormation.

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W ayneburg Cyclic seq1uences of sandstone, shale, limestone,Nd Wshigto PW and coal; contains Wayhngtonur coal bed at base.

M ONONGAHELA I" Cs clit setquces of shale, limestone, sandstoneK and coal; contains Pittsburgh coal bed at base.

C osselman rIcc t vtli( c 5CiciCOCI oif sandstonie, shale, red bedsand thin limestone and coal.

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POTTSVILLE pp Sandstotie antd 4hale. conttains sme otsglomeP ratre asndtlotiw. I mineabile ctial.

Red nd geenhal wit -iic %nd~tinc