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AD-ROBS5 174 ACKENIIEIL AND ASSOCIATES INC PITTSBUR GH PA F/6 13/13NATIONAL DAM INSPECTION PROGRAM. FAIRCHANCE RESERVOIR DAM. (NOI-ETC(U)APR 80 j P HANNAN, J E BARRICK DACW3180-C-0026

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MICROCOPY RESOLUTION TEST CHIRNA:ONAL BUREAU OF STANDARDS 1963-11

OHIO RIVER BASINCAVE HOLLOW STREAM

FAYETTE COUNTY

iPENNSYLVANIA LEVEVNDI No. PA 00208

PENN DER No. 26-70

FAIRCHANCE RESERVOIR DAMBOROUGH OF FAIRCHANCE

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

2 4 ~PREPARED '-I C

DE R E O TiRE COPY FIRNISIED TO DDIC CONTAINEDA 4136 DEPARTMENT OF F1 EMBEROF PAGES WHIGH DO 302

BALTIMORE DISTRICT, CO do S* . BALTIMORE, MARYLAND 21203

- A CONSULTIN EN

ACKENHEIL & ASSOCIATES GEO SYSTEMS,INC.CONSULTING ENGINEERS _,,., dr.A.1000 BANKSVILLE ROAD

PITTSBURGH, PENNSYLVANIA 15216RIL 19s8o \

ACKENHEIL & ASSOCIATES9

DACW31-80-C-oo26 /80 6 6 0 7 1,o .. 7

Lr

h DISCLAIMER NOTICE

THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.

//.........

"ON

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OHIO RIVER BASIN

-FAIRCHANCE RESERVOIR DAMFAYETTE COUNTY, COMMONWEALTH OF PENNSYLVANIA

NDI NO. PA 00208PennDER NO. 26-70

FAIRCHANCE BOROUGH

-. 1ATIONAL AM NSPECTION PROGRAM.

IJ(LV L) I

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

Prepared by: ACKENHEIL & ASSOCIATES GEO SYSTEMS, INC.Consulting Engineers1000 Banksville RoadPittsburgh, Pennsylvania 15216

Date: I This docuinolt 1 b--cn approved

Date: Apr L f80 for pubtc r ak.:' . 'id solo; its.. distribution is unlimited.

- ,.- -.- / .

PREFACE

This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams forPhase I investigations. Copies of these guidelines maybe obtained from the Department of the Army, Office ofChief of Engineers, Washington, D.C. 20314.

The purpose of a Phase I investigation is to identifyexpeditiously those dams which may pose hazards to humanlife or property. The assessment of the general condi-tion of the dam is based upon visual observations andreview of available data. Detailed investigations andanalyses involving topographic mapping, subsurface-investigations, materials testing, and detailed computa-tional evaluations are beyond the scope of a Phase Iinvestigation; however, the investigation is intendedto identify the need for such studies which should beperformed by the owner.

In reviewing this report, it should be realized thatthe reported condition of the dam is based on observa-tions of field conditions at the time of inspectionalong with data available to the inspection team. Incases where the reservoir was lowered or drained priorto inspection, such action, while improving the stabil-ity and safety of the dam, removes the normal load onthe structure and may obscure certain conditions whichmight otherwise be detectable if inspected under thenormal operating environment of the structure.

It is important to note that the condition of the damdepends on numerous and constantly changing internal andexternal factors which are evolutionary in nature. Itwould be incorrect to assume that the present conditionof the dam will continue to represent the condition ofthe dam at some time in the future. Only throughfrequent inspections can unsafe conditions be detectedand only through continued care and maintenance canthese conditions be improved.

Phase I investigations are not intended to provide de-tailed hydrologic and hydraulic analyses. In accordancewith the established Guidelines, the spillway designflood is based on the estimated "Probable Maximum Flood"(PMF) for the region (greatest reasonably possible stormrunoff), or fractions thereof. The spillway designflood provides a measure of relative spillway capacityand serves as an aid in determining the need for moredetailed hydrologic and hydraulic studies, consideringthe size of the dam, its general condition, and thedownstream damage potential.

" IF .. .. 11n ...... I ... .. ............... ,, , .i


SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS

NAME OF DAM: Fairchance ReservoirSTATE LOCATION: PennsylvaniaCOUNTY LOCATION: FayetteSTREAM: Cave Hollow branch of

Georges Creek, a tributary ofthe Monongahela River.

DATE OF INSPECTION: 6 November 1979COORDINATES: Lat.. 39°4844",

Long. 7943'145"

ASSESSMENT

'Based on a review of available design information andvisual observations of conditions as they existed on thedate of the field inspection, the general condition ofthe Fairchance Reservoir dam is considered to be fair.

This classification is based on:

(1) The visual observation of the seeps in the ponddrain discharge channel2

(2) The presence of growing and fallen trees on theembankment slope,

(3) Outlet works pipes through the embankment that haveno positive upstream flow controls,

(4) An *inadequate# spillway capacity.

The origin of the seepage is not known and may representa potential hazard to the dam.

The fallen trees on and immediately below the embankmentrepresent embankment distress that should be repaired.The growing trees including all stumps and roots greaterthan 1-1/2 inches in diameter should be removed toprevent possible future seepage and stability problems.

The structure is classified as a fsmallf size, *highvhazard dam for which the Corps of Engineers guidelinesrequire a Spillway Design Flood (SDF) of 0.5 to 1 PMF.For the observed downstream conditions the FairchanceReservoir dam SDF is one half the Probable Maximum Flood

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SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS (CONT'D)Fairchance Reservoir Dam

(PMF). Spillway capacity is *inadequate* because thenon-overtopping flood discharge capacity, as estimatedusing the HEC-1 computer program was found to be 4percent of the PMF. The spillway is not $seriouslyinadequate* because failure of the structure would notsignificantly increase the flood stage and risk of lossof life downstream.

Several other minor deficiencies were observed that

should be corrected as recommended below.

RECOMMENDATIONS

The following recommendations should be implementedimmediately:

1. Additional Investigations: Retain a professionalengineer knowledgeable in dam design and constructionto:

(a) Perform a detailed hydrologic/hydraulicanalysis of the reservoir and spillway and make recommen-dations on increasing the capacity of the system to makeit adequate.

(b) Provide recommendations on installingpositive upstream flow controls for the water supply andpond drain pipelines.

(c) Inspect the seeps in the pond drain dischargechannel and at the pond drain outlet and provide recommen-dations for monitoring or control.

2. Remedial Work: The Phase I investigation ofFairchance Reservoir dam also disclosed several deficien-cies of lower priority which should be corrected duringroutine maintenance.

(a) Remove the trees from the embankment'sdownstream slope. This work should be performed underthe direction of a professional engineer, knowledgeablein dam design and construction.

(b) Fill the embankment's crest to designelevation.

(c) Remove the fence over the spillway'sdischarge channel.

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SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS (CONT'D)Fairchance Reservoir Dam

(d) Repair cracks in the spillway walls, slaband weir and in the cemented riprap on the upstreamslope.

(e) Develop and implement formal maintenanceand inspection procedures.

3. Emergency Operation and Warning Plan: Concurrentwith the additional investigations recommended above,the owner should develop an Emergency Operation andWarning Plan including:

(a) Guidelines for evaluating inflow duringperiods of heavy precipitation or runoff.

(b) Procedures for around the clock surveillanceduring periods of heavy precipitation or runoff.

(a) Procedures for rapid drawdown of thereservoir under emergency conditions.

(d) Procedures for notifying downstreamresidents and public officials, in case evacuation ofdownstream areas is necessary.

SJames P. Hannan /Datec.LfCGST[AL)L 0ProJect Engineer

J~'~ s E~s. .r rick, 11

Appr'oved by:<.. -' 4 iIJAMES W. PECK I qteColonel, Corps of Engi~eers 1District Engineer

iv X,. W-Jv~

in

FAIRCHANCE RESERVOIR DAM

Z. P

OVERVIEW

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TABLE OF CONTENTS

Page

SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS . . . . ii

OVERVIEW PHO TOGRAPH. .. .. . .. . .. .. . v

SECTION 1 - PROJECT INFORMATION

1.1 General ........... .. ..... .. 11.2 Description of Project .. ........... 11.3 Pertinent Data ... . .. .. ... .... 3

SECTION 2 - ENGINEERING DATA

2.1 Design . . . . . ... .. .. .. .. .. .... 62.2 Construction ..... . . . . . . . . o . 82.3 Modification/Repair .. . .. .. .. .. ... 92.4 Operation . . . . . .* . . . . . . . . . 92.5 Evaluation . ... . . . .. .. .. .. .... 9

SECTION 3 - VISUAL INSPECTION

3.1 Findings . . . . . . . . . . . . . . . . . . . 103.2 Evaluation . . . . . . . . . . . . . . . . . . 15

SECTION 4 - OPERATIONAL FEATURES

4.1 Procedure . . . . . . . . . .. .. .. .. .. 174.2 Maintenaneof fam. . .. .. . .. . .. .. 174.3 Inspection of Dam . . . . . .. . . . . . . . 174.4 Warning System. .......... . . . . . . . 174.5 Evaluation . . . . . . . . . . . . . . . . . . 17

SECTION 5 -HYDROLOGY AND HYDRAULICS

5.1 Evaluation of Features . . . . . . . . . . . . 18

SECTION 6 - STRUCTURAL STABILITY

6.1 Available Information . . . . . . . . . . . . 216.2 Evaluation . . . . . . . . . . . . . . . . . . 21

vi

TABLE OF CONTENTS (cont'd)

SECTION 7 - ASSESSMENT AND RECOMMENDATIONS

7.1 Assessment ..... ................ . . . 237.2 Recommendations .... ................. 24

APPENDIX A - VISUAL INSPECTION CHECKLISTVisual Observations Checklist I . AlField Plan ........ ........... A1OField Profile and Section . . . . All

APPENDIX B - ENGINEERING DATA CHECKLIST . . . . BlAPPENDIX C - PHOTOGRAPHS

Photo Key Map.......... ClPhotos 1 through 12' ...... C2Detailed Photo Descriptions . .... C8

APPENDIX D - HYDROLOGY AND HYDRAULICS ANALYSESMethodology. . ........ ........ DlEngineering Data ... ........... ... D3HEC-I Data Base. ......... . . D4Loss Rate and Base Flow Parameters D5Elevation-Area-Capacity Relationship D5Stage-Discharge Relationship . . . D6Overtop Parameters ........... D7Program Schedule .............. ... D7Breach Parameters. ........ .. D8Channel Routing Parameters ......... D8Damage Station Map ... .......... .. D9HEC-l Computer Analysis .. ........ D10Reservoir/Spillway Hydrologic .Performance Plot . .......... D19

APPENDIX E - PLATESList of Plates ............ ElPlates I through IV .. ......... ... E2

APPENDIX F - GEOLOGYGeomorphology . . . . . . . . . ... F1Structure . . . . . . . . . . . ... FlStratigraphy . . . . . . . . . . . . . F1Geologic Map. . . . . . . . . . . . . F4Geologic Column ........... F5

vii


FAIRCHANCE RESERVOIR DAMNATIONAL I. D. NO. PA 00208

PennDER No. 26-70

SECTION 1PROJECT INFORMATION

1.1 GENERAL

a. Authority: The Phase I investigation wasperformed pursuant to authority granted by Public Law92-367 (National Dam Inspection Act) to the Secretaryof the Army through the Corps of Engineers, to conductinspections of dams throughout the United States.

b. Purpose: The purpose of the investigationis to make a determination on whether or not the damconstitutes a hazard to human life or property.

1.2 DESCRIPTION OF PROJECT

a. Dam and Appurtenances:

(1) Embankment: Fairchance Reservoir damwas designed and constructed as an homogeneous earthfillstructure with a concrete cutoff wall along the center-line. The embankment is 190 feet long, with a maximumtoe to crest height of 29 feet and a crest width of 12feet. The embankment's upstream slope was observed tobe 2.4H:1V above the water line; the downstream slopewas observed to be 2.2H:1 near the crest, flattening to2.5H:1V near the toe.

(2) Outlet Works: Two outlet facilities wereconstructed through the embankment. One, consisting ofa 12 inch (nominal) diameter cast iron pipe, provideswater for Fairchance Borough. The other, also a 12 inch(nominal) diameter cast iron pipe, is the pond drain.Both lines were encased in concrete. There are nopositive flow controls on the inlets of either pipeline.

(3) Principal (Ungated) Spillway: An uncon-trolled open channel spillway was constructed on theright abutment to maintain the reservoir pool level andto pass storm flows. The spillway control section is atwo foot high concrete capped, masonry wall weir acrossthe spillway channel at the embankment crest centerline.

Current freeboard at the dam is 1.1 feet.

Below the weir wall is a concrete lined "wasteway"channel. Below this, discharge is via an excavatedchannel which turns sharply to the left and enters theoriginal Cave Hollow valley about 400 feet downstream ofthe toe of the embankment.

(4) Downstream Conditions: Cave Hollowbranch, below Fairchance Reservoir dam passes througha relatively narrow, steep-sided, uninhabited valley.Approximately 2000 feet below the dam, the valleybroadens markedly. At 0.7 mile below the dam, thebranch enters the outskirts of Fairchance Borough.At about one mile below the dam, the branch joinsGeorges Creek whose floodplain has considerable resi-dential and commercial development. In the first milebelow the dam, at least seven inhabited dwellings lie onthe floodplain. Ultimately, Georges Creek enters theMonongahela River at the Village of New Geneva, Pennsyl-vania, 17 miles below the dam.

(5) Reservoir: Fairchance Reservoir is 440feet long at normal pool elevation and has a normalsurface area of one acre. When the pool is at the crestof the dam, the reservoir length increases to 470 feetand the surface area is 1.5 acres.

(6) Watershed: The Watershed contributing toFairchance Reservoir is completely wooded and uninhabited.The watershed is almost wholly owned by the Borough ofFairchance and the unowned portions lie within StateGamelands No. 138.

b. Location: Fairchance Reservoir dam is locatedin Georges Twnship, Fayette County, Pennsylvania,approximately 1.7 miles from the center of FairchanceBorough.

c. Size Classification: The dam has a maximumstorage capacity of 10.5 acre-feet and a maximum toe tocrest height of 29 ft. Based on the Corps of Engineersguidelines, this dam is classified as a "small" sizestructure.

d. Hazard Classification: Fairchance Reservoirdam is classified as a "high" hazard dam. In the eventof a dam failure, numerous inhabited dwellings, andconsiderable commercial development on the floodplainbelow the dam would be subjected to substantial damageand loss of life could result.

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e. Ownership: Fairchance Reservoir dam is ownedby the Borough of Fairchance, Pennsylvania. Correspon-dence should be addressed to:

Borough of FairchanceBorough BuildingFairchance, Pennsylvania 15436Attention: Mr. Fred Tanner(412) 564-7462

f. Purpose of Dam: Fairchance Reservoir dam wasconstructed to provide a water supply reservoir for theBorough of Fairchance.

g. Design and Construction History: The dam wasdesigned by Homer L. Burchinal of Uniontown, Pennsylvaniaand George Porter of Pittsburgh, Pennsylvania in 1925.-A permit to construct a dam across "Cave Hollow Stream"was issued by the Water and Power Resources Board(predecessor to PennDER) on 22 July 1925.

Construction of the dam was started by Younkin andFletcher of Uniontown and Fairchance, Pennsylvaniain 1925. In May 1926, William A. Owens of Uniontown washired to replace Younkin and Fletcher and the dam wascompleted in December 1926.

h. Normal Operating Procedure: FairchanceReservoir dam was designed to operate as an uncontrolledstructure. Under normal operating conditions, the poollevel is maintained at Elev. 1372 by the weir wall ofthe principal spillway. A water supply pipelinethrough the dam provides water and pressure head for theBorough of Fairchance water supply system. The pipelineis normally operative and under full head. A pond drainthrough the embankment provides for reservoir drawdown.The pond drain is normally not operative, but is underfull head through the embankment because the controlvalve is located near the downstream toe of the embankment.

1.3 PERTINENT DATA

a. Drainage Area: 1.59 sq. mi.

b. Discharge at Dam Facility:

Maximum Flood at Dam Facility UnknownPrincipal (Ungated) SpillwayCapacity at Top of Dam 138 cfs

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c. Elevation (feet above MSL)

Design Top of Dam 1,374.*Current Top of Dam (low point) 1,373.Normal Pool 1,372.Principal (Ungated) SpillwayOverflow Crest 1,372.

Maximum Tailwater UnknownInlet Invert of Pond Drain 1,355 'Outlet Invert of Pond Drain 1,344V1Inlet Invert of Water Supply Pipeline 1,349'Invert of Water Supply Pipelineat Control Chamber 1,342+.

d. Reservoir Length

Length of Maximum Pool 470 ft.Length of Normal Pool 440 ft.

e. Reservoir Storage

Current Top of Dam 10.5 acre-feetPrincipal (Ungated) SpillwayWeir Crest 9.2 acre-feet*

Normal Pool 9.2 acre-feet'

f. Reservoir Surface

Current Top of Dam 1.5 acresPrincipal (Ungated) Spillway Crest 1.0 acres,Normal Pool 1.0 acresSediment Pool 1.0 acres'

g. Embankment

Type Impervious Earth*Length 190 ft.Height 29 ft.Crest width 12 ft.Slopes

Downstream 2.2H:1V to 2.5H:1VUpstream 2.4H:IV

Impervious core Yes'Cutoff provisions Yes-concrete wall*Grout curtain Yes'

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h. Principal (Un.ated) Spillway

(Regulating And Emergency Oulet)

Type Masonry and concreteweir wall in openchannel

Length of Weir 40 ft.Weir Crest Elevation 1,372. ft.Approach Channel Slope -4%Discharge Channel Slope 4%

i. Outlet Works (Pond Drain)

Type 12 inch (nominal) diameter caltiron, concrete encased

Inlet UnknownUpstream Flow ControlConduit length 160 ft.Gate Valve Yes, at toe of embankmentAnti-seep Collars Yes, I

J. Outlet Works (Water Supply Pipeline)

Type 12 inch (nominal) diameter castiron, concrete encased'

Inlet Screen Well*Upstream Flow Control 10Conduit length 140 ft.Gate Valve Yes, at control chambirAnti-seep Collars Yes, 1

Taken or derived from original specifications and/ordrawings.

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SECTION 2ENGINEERING DATA

2.1 DESIGN

a. Data Available: The following writteninformation and data may be obtained from the Pennsyl-vania Department of Environmental Resources, Harrisburg,Pennsylvania. The information was reviewed for thisstudy.

(1) Miscellaneous correspondence related topermit application requirements and approval conditions.

(2) "Application of The Borough of Fair-chance, Fayette County, Pennsylvania" for consent orpermit to construct a reservoir on Cave Hollow, GeorgesTownship, Fayette County, Pennsylvania, dated 13 June1925.

(3) Two design drawings by Homer L. Burchinal,Uniontown, Pennsylvania showing plans and sectionsof the proposed dam, dated 1925.

(4) "Permit" to construct a dam across CaveRun in Georges Township, Fayette County issued by theWater and Power Resources Board, Department of Forestsand Waters, Commonwealth of Pennsylvania, to the Boroughof Fairchance, 22 July 1925.

(5) Miscellaneous correspondence related todam inspections of Fairchance Reservoir by the Water andPower Resources Board, dated 11 May 1927, 28 April 1931,10 June 1941 and 28 August 1961.

(6) Application by Borough of Fairchance forpermit to make a change to a water supply reservoiracross Cave Run in Cave Hollow, dated 28 October 1935.Changes requested included increasing size of reservoir,riprap placement on resevoir slopes, deepening anexisting drainage ditch on the "south bank", pointing-upexisting grouted riprap, cleaning the present basin andconstructing a small settling basin at inlet end ofreservoir. "Permit" issued 30 October 1935. Permitreapplied for 17 June 1946.

(7) Drawing showing plan and details ofproposed improvements of the Fairchance Reservoir damdated 21 October 1935, resubmitted 17 June 1946.

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(8) Report upon the application of theBorough of Fairchance, dated 7 November 1935 preparedfor the Water and Power Resources Board.

(9) Correspondence related to a permit foradditional construction on Fairchance Reservoir dated on17 May 19416.

(10) Denial of request for changes in thespillway by CAK. Weigle, Chief, Division of Dams,Department of Forests and Water dated 41 June 19416.

b. DeinFeatures: The embankment and appur-tenances were designed in accordance with Water andPower Resources Board criteria.

(1) Field Investigation: No predesigngeotechnical investigation was performed at the site.However, as per requirement of the Water and PowerResources Board, two test borings were drilled 20 feetinto the core wall foundation in June 1926. One holewas at each end of the "central section." The left holeshowed 141 feet of hard shale over sandstone while theright hole showed 5 feet of hard shale over sandstone.Both holes emitted water upon contact with the sandstone.

(2) Embankment: The embankment was designedto be compacted earth fill with a concrete cutoff. Thespecifications required an impervious mix of loam, sand,gravel and clay with maximum stone size of four inches.The fill was to have been placed in 6 inch layers afterwetting and rolling. The design drawings indicated thatif necessary, the cutoff wall be extended to the flowline. There is no indication as to whether or not thiswas done. The embankment slopes were to be 2H:1V andthe crest was to be 12 feet wide. The embankment'supstream slope was to have a twelve inch riprap coverplaced over the entire length of the slope.

The embankment foundation preparation was to consist of Iremoving trees and roots to a degree that, in theengineers opinion, a "tight bottom" would be obtained.

(3) Outlet Works: The dam was designed withtwo outlet pipes through the embankment. On the left, a12 inch water supply line would be encased in concrete.One anti-seep collar was provided on the upstream sideof the embankment. The pipe was to have a screen wellintake structure and a 10 inch and 6 inch gate valve ina valve house below the dam. The 6 inch gate valve

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1---1- A---.--

was to control a 6-inch drain to the existing stream andthe 10-inch gate valve was to control flow into thesupply pipeline.

On the right, a pond drain was designed, consisting of a12-inch pipe encased in concrete. One anti-seep collarwas specified for the conduit. The pond drain inletappears to be at a construction dam to the right of thescreen well. The discharge end of the pond drain is anunprotected gate valve at the toe of the embankment.

There is no provision for upstream flow control oneither the pond drain or the water supply pipe. Theexact invert elevations of these lines are unknown.

(4) Principal (Ungated) Spillway: The

original design called for a riprap paved "wasteway"channel with level section at Elev. 1370. The sides ofthe "wasteway" channel were to consists of a concretewingwall on the left and the natural valley slope on theright. The spillway was designed to function as boththe regulating and emergency outlet for the reservoir.The spillway was to have a negative 4 percent approachchannel slope and a 5 percent discharge channel slopewith a 40 foot level section at Elev. 1370. Two concretecutoff walls were provided across the spillway,one along the centerline of the crest and the other atthe downstream end of the riprap paved discharge channel.

2.2 CONSTRUCTION

a. Contractors: According to the correspondencecited in 2.1a (5) above, construction was started by

Younkin and Fletcher of Uniontown and Fairchance and wascompleted by William A. Owens of Uniontown, Pennsylvania.

b. Construction Period: The embankment andappurtenances were constructed between October 1925 andDecember 1926.

c. Field Chan es: According to the correspondencethere is no record o any field changes during theconstruction of Fairchance Reservoir dam.

d. Construction Inspection: On site inspectionby representatives of the Commonwealth of Pennsylvaniawas performed during construction on 16 June 1926 andfollowing completion of the structure on 11 May 1927.Throughout the construction period, the progression ofwork was monitored by Homer L. Burchinal, the designengineer.

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2.3 MODIFICATION/REPAIR

In October 1935 the Borough of Fairchance applied for apermit to (I) increase the capacity of the reservoir,(2) place riprap on the spillway bank and the south bankof the reservoir, (3) deepen a drainage ditch along thesouth bank, (4) point-up grouted riprap, (5) clean thepresent basin and, (6) construct a small settling basinat the inlet to the reservoir. A permit was issued on30 October 1935. The work was not performed due tofinancial conditions and the permit expired. On 17 June1946 the permit was reapplied for and issued with theexception that the proposed two foot high masonry wallin the "wasteway" channel was not approved.

On the date of the Phase I visual inspection a two foothigh weir wall was observed in the "wasteway" channel.Also, the spillway channel right bank was observed to beriprapped and the upstream slope riprap was cemented.The proposed settling basin and south bank riprap werenot observed.

2.4 OPERATION

According to the Water and Power Resources Board, theBorough of Fairchance is responsible for the operationof Fairchance Reservoir dam. The principal (and emergency)spillway is uncontrolled and performance and operationrecords are not maintained. The pond drain is normallyclosed and does not require a dam tender.

2.5 EVALUATION

a. Availability: Available design informationand drawings were obtained from the Pennsylvania Depart-ment of Environmental Resources and were supplemented byconversation with Mr. Fred Tanner of the FairchanceBorough Water Department.

b. Adequacy: The available design informationsupplemented by field inspection and supporting engineer-ing analysis presented in succeeding sections, isadequate for the purposes of this Phase I inspectionreport.

c. Validity: Based on the available data, thereappears to no reason to question the validity ofthe available design information and drawings.

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I

SECTION 3VISUAL INSPECTION

3.1 FINDINGS

a. General: The visual observations of FairchanceReservoir and dam were performed on 6 November 1979, andconsisted of:

(1) Visual observations of the embank-ment crest and slopes, groins and abutments;

(2) Visual observations of the spillwayincluding weir wall, concrete walls and approach anddischarge channels.

(3) Visual observations of the embankment'sdownstream toe area including the pond drain dischargechannel and springs and the water supply control chamber.

(4) Visual observations of downstream condi-tions and evaluation of the downstream hazard potential.

(5) Visual observations of the reservoirshoreline and inlet stream channel.

(6) Transit stadia survey of relative eleva-tions along the embankment crest centerline, spillway,and across the embankment slopes.

The visual observations were made during periods whenthe reservoir and tailwater were at normal operatinglevels.

The visual observations checklist, field plan, profileand section containing the observations and comments of'the field inspection team are contained in Appendix A.Specific observations are illustrated on photographs inAppendix C. Detailed findings of the visual inspectionare presented in the following sections.

b. Embankment

(1) Crest: The embankment crest was observedto be generally s-aight and approximately level, exceptfor a sag near the left abutment where the access roadapproached the crest. This was confirmed by a transitstadia survey which showed the embankment crest to belevel over most of the right half, but 0.9 foot low onthe left. The crest was 12 feet wide and grass andgravel covered. No cracks were observed.

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(2) Upstream Slope: The upstream slope wasentirely covered by cemented riprap, which containedminor cracks and a small amount of vegetation growing.The slope protection was in good condition.

(3) Downstream Slope: The embankment'sdownstream slope was covered with brush, weeds and treesup to 12 inches in diameter. The lower half of theslope was observed to have a rock or riprap covering.The slope appeared uniform between the abutmentsbut the stadia survey showed the slope to range from2.2H:1V near the crest to 2.5H:1V near the toe. Nocracking, bulging, sloughing or unusual movement ormisalignment was observed. However, the dense vegetalcovering made close observation impossible. Also, two ofthe larger trees on the right side of the slope haveoverturned, creating cavities in the slope where theroot systems have been pulled up. Three other trees atand just below the toe of the embankment have sufferedsimilar distress with the same results.

c. Groins: Both groins (junction of embankmentand abutment) were observed to be riprap lined fromembankment toe to crest. No erosion or seeping waterwas observed in either groin.

d. Abutments:

(1) Left: The left abutment beyond the crestcontained a ditch-that extended halfway up the reservoir.The ditch was grass lined but had an unmortared rocktraining wall. The ditch was located immediately to theleft (abutment side) of the access road and dischargedto the pond drain channel 50 feet below the toe of thedam. The abutment above the ditch was observed to besteep and heavily wooded.

Below the crest and access road and above the leftgroin, the abutment slope was observed to be steep anddensely covered with brush and trees. No erosionaldistress, sloughing, bulging or seeping water wasobserved.

(2) Right: The right abutment above theprincipal spillway channel was observed to be steep andheavily wooded.

Below the spillway channel, the right abutment wassimilar to the lower left abutment. No erosionaldistress, sloughing, bulging or seeping water wasobserved.

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* -, -* ~ - .

e. Outlet Works:

(1) Water Supply Facility: A water supplypipeline, 12 inch (nominal) cast iron, was observed in areinforced concrete control chamber just below the toeof the embankment and immediately left of the pond draindischarge channel. The pipeline entered the chamberbelow ground level through the upstream wall, where itwas connected to a T-fitting, a reducer fitting and a10 inch gate valve. A 10 inch (nominal) diameter pipe-line then exited the chamber through the downstreamwall, below ground level.

A six inch (nominal) diameter cast iron pipe originatedat the T-fitting, was connected to a gate valve andexited the chamber through the right wall, below groundlevel. The other end of the pipe was not located.

The concrete structure was in good condition with nocracking or spalling observed. The concrete chamber topslab appeared to be much older than the structurewalls.

Inside the chamber, water was standing to a depth offour inches.

The pipeline intake structure was not observed becauseof the reservoir pool level and no mechanism or controlswere observed to indicate the existence of a positiveupstream flow control.

(2) Pond Drain: A pond drain consisting of a12 inch (nominal) diameter cast iron pipe with gatevalve, was observed to exit the embankments's foundationat the downstream toe, discharging to an excavated ponddrain channel. Immediately above the gate valve, aT-fitting originated a six inch (nominal) diameter castiron pipe that was connected to a gate valve; the sixinch pipe disappeared into the right abutment. Neithergate valve had a handwheel or opening device.

Seepage was noted along or in the immediate vicinity ofthe pond drain pipe and gate valve.

Additional seepage was noted along the perimeter of thepond drain channel. Total seepage was estimated at 10to 15 gpm. No silting or discolored flows were observed.The pond drain channel was observed to be about fourfeet deep and contained nine inches Of standing water.

-12-

A-"" .... '..iT ai

The pipeline intake structure was not observed becauseof the reservoir pool level and no mechanism or controlswere observed to indicate the existance of a positiveUpstream flow control.

f. Principal (Ungated) Spillway:

(1) General Configuration: The principalspillway for Fairchance Reservoir dam is an ungated,open channel on the right abutment. The channel hasa concrete training wall on the left (embankment side)that extends 60 feet upstream and a training dikeretaining wall that extends 76 feet downstream ofthe embankment crest centerline. The right side isexcavated into natural ground and was observed to beriprap lined upstream and downstream of the weir wall.

On the date of inspection, the condition of the principalspillway was good.

(2) Approach Channel: The approach channelis contained by the upstream training wall on the leftand the riprap covered shore on the right. No obstruc-tions were observed that would hinder flows or adverslyaffect the spillway performance.

(3) Weir Wall: The weir wall is constructedof mortar bound rock with a concrete cap and lies alongthe embankment crest centerline. The weir was observedto be 40 feet long, 18 inches wide and two feet high.The stadia survey showed a slight unevenness with thelow part near the concrete training wall. The weir wasin generally good condition and gave indicationsthat it had been repaired in the past.

(4) Discharge Channel: The discharge channelis contained by the concrete retaining wall on the leftand the riprap covered abutment on the right. Thebottom of the channel was covered with a concrete slabthat did not appear to have been smoothed or haveconstruction joints. A large crack and minor displace-ment was observed near the lower end of the slab nearthe retaining wall.

The slope of the slab was surveyed and found to be

0.041 feet/foot (4%).

Just below the end of the slab, a peninsula of land jutsinto the channel presenting a flow constriction. A wirefence crosses the channel from the abutment to thepeninsula.

About 100 feet below the end of the slab, the dischargechannel steepens significantly and turns sharply left,before rejoining the original creek channel in thevalley below the embankment.

Considerable bank erosion has occurred where the dischargechannel turns and drops. A steep, 12 to 15 foot highbarren slope was observed and a recently fallen treegave indication of continuing erosion.

The condition however did not appear to present a threatto the dam.

g. Instrumentations: No instrumentation wasobserved during the inspection.

h. Downstream Conditions:

(1) Toe Area: The valley bottom immediatelybelow the toe of the embankment was generally drywith brush, weed and tree cover. The only seepageobserved was in the pond drain discharge channel asdescribed in 3.le(2). No seepage or wet conditionswere observed in the cavities created by the fallentrees described in 3.1b(3) above.

(2) Downstream Channel: Cave Hollow branchchannel below the dam passes through a heavily wooded,steep-sided valley for about 1,500 feet. The channelslope in this reach is 0.05 feet/foot (5%). Below, thevalley broadens for another 700 feet, until the channelenters the outskirts of the Borough of Fairchance wherethe floodplain broadens dramatically. Here, Cave Hollowbranch joins Georges Creek.

(3) Floodplain Development: The Borough ofFairchance lies on the Georges Creek floodplain andcontains considerable residential and commercial develop-ment. At least seven inhabited dwellings lie on thefloodplain in the first mile below the dam.

i. Reservoir:

(1) Shoreline: The reservoir shoreline wasobserved to be generally steep and densely wooded. Nobank erosion or instability was observed.

(2) Inlet Stream: The inlet stream is atypical mountain brook having a winding, rock and debrislittered channel.

17

(3) Watershed: The watershed contributing toFairchance Reservoir is mostly wooded and undeveloped.Mr. Tanner of the Borough of Fairchance stated that mostof this watershed is owned by the Borough. The remainderlies in State Game Lands No. 138.

3.2 EVALUATION

a. Embankment: The general, overall condition ofthe embankment is assessed to be fair. This is basedon the observed fallen trees and associated embankmentdistress. Also, the inability to closely observe theembankment because of vegetal growth and ground litterwas considered to be a deficiency. However, no seepageor stability problems were observed on the embankment.

b. Downstream Toe Area: The seepage and springsobserved in the pond drain discharge channel presentedsome concern. It could not be determined if seepage wasoccurring along the pond drain pipe. However, theseepage activity appeared to be long standing and noindications of subsurface erosion or piping were observed.

c. Outlet Works:

(1) Water Supply Facility: The condition ofthe water supply intake structure and pipeline throughthe embankment could not be observed and therefore couldnot be assessed. However, there were no visual indica-tions of problems. The observed portions of the facilitywere assessed to be in good condition. The apparentlack of an upstream flow control is assessed to be adeficiency.

(2) Pond Drain: The condition of the ponddrain intake structure and pipeline through the embankmentcould not be observed and therefore could not be assessed.Seepage observed in the immediate vicinity of the drainoutlet may be a problem although no indications ofpiping or recent changes in conditions were observed.

d. Principal Spillway: The principal spillwaywas assessed to be in generally good condition. Minorcracks and structural deficiencies were noted but arenot considered serious.

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-.- "-- .- '-i-~-

The wire fence and peninsula of land below the dischargechannel slab are possible flow constrictions but appearedto be a sufficient distance below the weir wall (bothphysically and hydraulically) so as not to presenthindrance to large flow performance of the spillway.

The erosional area at the lower end of the "wasteway"channel was assessed to present no threat to the dam.

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SECTION 14OPERATIONAL FEATURES

4.1 PROCEDURE

Reservoir pool level is maintained by the uncontrolledweir crest of the principal spillway. Normal operatingprocedure does not require a dam tender.

4.2 MAINTENANCE OF DAMThe embankment and appurtenances are maintained by theBorough of' Fairchance. Maintenance reportedly consistsof periodically repairing eroded areas and making -

miscellaneous necessary repairs. According to Mr. FredTanner, the reservoir is drained bi-annually, cleanedand repairs made as required.

4.3 INSPECTION OF DAM

The Borough of Fairchance is required by the State of'Pennsylvania to inspect the dam annually and make neededrepairs.

41.4 WARNING SYSTEM

There is an' warning system and no formal emergencyprocedure to alert or evacuate downstream residents uponthreat at a dam failure.

4.5 EVALUATION

The water supply pipeline is controlled by a gate valvelocated downstream off the embankment. The valve isnormally open and the pipeline is under full pressurethrough the embankment. This is considered to be adef'iciency.

The pond drain pipeline is controlled by a gate valvelocated downstream af the embankment. The gate valve isnormally closed and the pipeline is under full pressurethrough the embankment. This is considered to be adeficiency.

The bi-annual draining and maintenance program should becontinued. However, there are no written operation,maintenance or inspection procedures, nor is there awarning system or formal emergency procedure for thisdam. These procedures should be developed in the formof' checklists and step by step instructions, and shouldbe implemented as necessary.

SECTION 5HYDROLOGY/HYDRAULICS

5.1 EVALUATION OF FEATURES

a. Design Data: The Fairchance Reservoir dam hasa watershed of 1,01 acres which is vegetated primarilyby woodland. The watershed is about two miles long andone mile wide and has a maximum elevation of 2740 feet(MSL). At normal pool the dam impounds a reservoir witha surface area of one acre and a storage volume of 9.2acre-feet. Normal pool level is maintained at Elev.1372 by a weir wall.

Spillway capacity and embankment freeboard where madesufficient to accomodate 770 cubic feet per second whichwas considered sufficient for this structure and water-shed at the time of design. However, a post construc-tion change as described in Paragraph 5.1c limits thiscapacity to a computed 138 cfs for the observed cross-section and existing freeboard conditions. No additionalhydrologic calculations were found relating reservoir/spillway performance to the Probable Maximum Flood orfractions thereof.

b. Experience Data: Records are not kept ofreservoir level or rainfall amounts. There is no recordor report of the embankment ever being overtopped.However, there is a record of a significant flow in the"wasteway" channel during the storm of March 1936. Thisdepth, six inches, corresponds to a water surfaceelevation of 1370.5. The measurement was taken beforethe two foot high masonry weir wall was constructed inthe "wasteway" channel.

c. Visual Observations: On the date of the fieldreconnaissance, no serious defficiencies were observedthat would prevent the principal spillway from func-tioning. However, the two foot high weir wall in the"wasteway" channel has significantly reduced the spill-way's original design capacity.

d. Overtopping Potential: Overtopping potentialwas investigated through the development of the ProbableMaximum Flood (PMF) for the watershed and the subsequentrouting of the PMF and fractions of the PMF through the

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reservoir and spillway. The Corps of Engineers guide-lines recommend 0.5 to 1 times the Probable MaximumFlood (PMF) for "small" size, "high" hazard dams.Based on observed downstream conditions, FairchanceReservoir dam has a Spillway Design Flood (SDF) of 0.5PMF.

Hydrometeorological Report No. 33 indicates the adjusted24 hour Probable Maximum Precipitation (PMP) for thesubject site is 19.4 inches. No calculations areavailable to indicate whether the reservoir and spillwayare sized to pass a flood corresponding to one half ofthe runoff from 19.4 inches of rainfall in 24 hours.Consequently, an evaluation of the reservoir/spillwaysystem was performed to determine whether the dam'sspillway capacity is adequate under current Corps ofEngineers guidelines.

The Corps of Engineers, Baltimore District, has directedthat the HEC-1 Dam Safety Version computer program beutilized. The program was prepared by the HydrologicEngineering Center (HEC), U.S. Army Corps of Engineers,Davis, California, July, 1978. The major methodologiesand key input data for this program are discussedbriefly in Appendix D.

The peak inflow to Fairchance Reservoir dam was deter-mined by HEC-1 to be 3,402 cfs for a full PMF. The peakinflow for the SDF was determined to be 1,701 cfs.

An initial pool elevation of 1372 was assumed prior tocommencement of the storm.

According to the HEC-1 analysis, at 0.50 PMF, FairchanceReservoir dam is overtopped by 1.72 feet of water for 15hours and 10 minutes. The analysis is included inAppendix D.

e. Spillway Adequacy: The capacity of thecombined reservoir and spillway system was determined tobe 0.04 PMF by HEC-1. According to Corps of Engineers'guidelines, Fairchance Reservoir dam spillway is"inadequate."

Because the reservoir/spillway system capacity is lessthan 0.5 PMF and overtopping depth and duration condi-tions were judged by the evaluating engineer to causefailure of the embankment, a dam breach analysis wasperformed to determine if the spillway is "seriouslyinadequate."

-19-:_

For the dam breach analysis, it was assumed that damfailure would begin when the water level in the reservoirreached Elev. 1374.1 which corresponds to a depth of 1

foot above the crest's observed minimum elevation.

To achieve the assumed overtopping failure condition,a 0.25 PMF was routed through the reservoir/spillway

system. Initially, the flood wave was routed downstreamwithout embankment failure conditions considered.Results of the dam breach analysis indicated that

downstream flooding and the risk of loss of life wouldnot be significantly increased by the assumed failure ofthe dam. The stream level in the Borough of Fairchancewould rise 0.8 feet with an increase in flow of 31percent.

Therefore the Fairchance Reservoir dam's spillway is

rated "inadequate" but not "seriously inadequate."

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SECTION 6STRUCTURAL STABILITY

6.1 AVAILABLE INFORMATION

a. Design and Construction Data: All availabledesign documentation, calculations and other data re-ceived from the Pennsylvania Department of EnvironmentalResources were reviewed. A detailed listing of thisdata is included and discussed in Section 2 and selecteditems are presented in Appendix E.

b. Operating Records: There are no writtenoperating records or procedures for this dam.

c. Post-Construction Changes: The only changenoted was the installation of the two foot high weirwall in the "wasteway" channel, grouting of the riprapon the upstream slope, and riprap lining of the rightabutment along the spillway channel.

6.2 EVALUATION

a. Design Documents: The design documentationwas, by itself, considered inadequate to evaluate thestructure. There were no structural calculationsassociated with the stability of the embankment or ofthe appurtenant structures.

b. Visual Observations: The field inspectiondisclosed no evidence of potential instability of theembankment or its components. The embankment slopesshowed no signs of displacement or sloughing. There wasno exterior evidence indicating anomalous seepagethrough the embankment. Based on these observations,the embankment appears to be stable.

The observed flattening of the embankment's downstreamslope toward the toe is not believed to be a deficiency.The slope is considerably flatter than design require-ments and is covered with broken rock or riprap that wasnot required by design drawings or specifications.

The downstream slope was vegetated with numerous treesup to 12 inches in diameter. The trees are assessed tobe potential deficiencies. The growth of extensive rootsystems within the embankment may lead to preferredseepage channels (pipes) particularly following thedeath of the tree and rotting of the root system.

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The principal spillway was inspected and judged to befunctional.

c. Performance: No record was found indicatingany problem related to stability over the 54 year lifeof the structure.

d. Seismic Stability: According to the SeismicRisk Map of the United States, Fairchance Reservoir damis located in Zone 1 where damage due to earthquakeswould most likely be minor.

A dam located in Seismic Zone 1 may be assumedto present no hazard from an earthquake provided staticstability conditions are satisfactory and conventionalsafety margins exist. However, no calculations wereperformed to verify this assumption.

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i7 ..... ....

SECTION TASSESSMENT AND RECOMMENDATIONS

7.1 ASSESSMENT

a. Evaluation:

(1) Embankment: Fairchance Reservoir dam'sembankment is assessed to be in fair condition. This isbased on visual observations of growing and fallen treeson the embankment's downstream slope and a sag in theleft portion of the crest. Also, the inability toclosely observe the downstream slope due to considerablebrush and vegetal growth is considered to be a deficiency.

(2) Outlet Works: The condition of the twopipelines through the embankment could not be determined.The lack of upstream flow control devices is consideredto be a deficiency.

The observed portion of the water supply pipeline was ingood condition.

The observed portion of the pond drain was in goodcondition. However, there was evidence of possibleseepage along the pipeline that was discharging to thepond drain discharge channel.

(3) Principal Spillway: The condition of theprincipal spillwaywas assessed to be poor. This isbased on the "inadequate" capacity rating determinedusing the HEC-1 computer program. The spillway wasfound to pass only 4I percent of the PMF. The SpillwayDesign Flood is 0.5 PMF because of the dam size andhazard classification. A breach analysis indicated thatdownstream flooding and the risk of loss of life wouldnot be significantly increased by the assumed failure atthe dam. Also, minor deficiencies were observed includinga fence over the discharge channel near the end of theconcrete slab and cracks in the walls, slab, and weir.

(4) Downstream Toe Area: Seepage observedalong the pond drain discharge channel is considered tobe a deficiency. However, the seepage appeared to be along-term phenomenon and no indication of movement ofsoil fines or increasing flows was observed.

b. Adequacy of Information: The informationavailable o6n design, construc-tion, operation and perform-ance history in combination with visual observations and

-23-

hydrology and hydraulic calculations were sufficient toevaluate the embankment and appurtenant structures inaccordance with the Phase I investigation guidelines.

C. Urgency: The recommendations presented inSection 7.2 should be implemented immediately.

7.2 RECOMMENDATIONS

a. Additional Investigations: Retain a profession-al engineer knowledgeable in dam design and constructionto:

(1) Perform a detailed hydrologic/hydraulicanalysis of the reservoir and spillway and make recommen-dations on increasing the capacity of the system to makeit adequate.

(2) Provide recommendations on installingpositive upstream flow controls for the water supply andpond drain pipelines.

(3) Inspect the seeps in the pond draindischarge channel and at the pond drain outlet andprovide recommendations for monitoring or control.

b. Remedial Work: The Phase I investigation ofFairchance Reservoir dam also disclosed several deficien-cies of lower priority which should be corrected duringroutine maintenance.

(1) Remove the trees from the embankment'sdownstream slope. This work should be performed underthe direction of a professional engineer, knowledgeablein dam design and construction.

(2) Fill the embankment's crest to designelevation.

(3) Remove the fence over the spillway's dis-charge channel.

(4) Repair cracks in the spillway walls, slaband weir and in the cemented riprap on the upstreamslope.

(5) Develop and implement formal maintenanceand inspection procedures.

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,- - - -i-- - *

c. Emergency Operation and Warning Plan: Con-current with the additional investigations recommendedabove, the owner should develop an Emergency Operationand Warning Plan including:

(1) Guidelines for evaluating inflow duringperiods of heavy precipitation or runoff.

(2) Procedures for around the clock surveil-lance during periods of heavy precipitation or runoff.

(3) Procedures for rapid drawdown of thereservoir under emergency conditions.

(4) Procedures for notifying downstreamresidents and public officials, in case evacuation ofdownstream areas is necessary.

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APPENDIX AVISUAL INSPECTION CHECKLIST

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wX. CONCRETE

0TRAI1iJNG DIKE- APPROACH

TRAINWINGWALL

U)- 0

ILI-

DATE:~ ~ ~~PN MAC 96 AIRCA EEVI ASCALUT NOE 1 NTOA DM NPETO PRGaMt

~--K~E~ A C AKEHEL &ASOCATSIN. LA__ SEEPAGE____ PIYERH OSUTN 3 IERSULIOE

S , *L*N~B La UOUH C.. 6K.AP -0

00.

0 04

040

444 00 7

2 j:

00

DATIU MARCH 19O 0 FAIRCHANCE RESERVOIR DAMFILSCALE: AS SHlOWN NATIONAL DAM INSPECTION PROGRAMPRFL

DR: jPF CKJEI AC. ACICENHEIL & ASSOCIATES, INC. SEAIND

IOWA*U LBS.L~r aSUYNll SECTION. P

PrfB-G, PA CA.U~ON W.V.&-1UIM01%XO

- -'' A ll

APPENDIX B

ENGINEERING DATA CHECKLIST

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- -d

APPENDIX C

PHOTOG RAPHS

PHOTO 12 LOCATION NOT SHOWN

CATE: MARCH IWO FAIRCHANCE RESERVOIR DAM P JSClE: NON E NATIONAL DAM INSPECTION PROGRAM PHOTO

0f i F JCKC.5 JE A. C. ACKENHEIL & ASSOCIATES. INC. MAPCONSULTING KNOWN

6 PMMnMaUmain PA.. a.MSTN W.ue. VA.. p..IOR

cl p-7


PHOTO 1. VIEW OF EMBANKMENT, CEMENTEDRIPRAP, AND SPILLWAY TRAINING WALL

PHOTO 2. OVERVIEW OF RESERVOIR

C2


PHOTO 3. UPSTREAM VIEW OF SPILLWAY CHANNEL

PHOTO 4. DETERIORATION OF TRAINING WALL

C3

---------


.1,~1 2b1

PHOTO 5. DOWNSTREAM VIEW OF SPILLWAY CHANNEL

PHOTO 6. UPSTREAM VIEW OF LOWER END OF SPILLWAY

C4


PHOTO 7 VIEW OF LEFT ABUTMENT NEAR EMBANKMENT CREST

PHOTO 8. OVERVIEW OF DOWNSTREAM SLOPE

C5

FAIR CHANCE RESERVOIR DAM

PHOTO 9. VIEW OF POND DRAIN AND WATER SUPPLY CONTROLCHAMBER

PHOTO 10. VIEW OF DOWNSTREAM SLOPEC6


PHOTO 11. SEEPAGE ALONG POND DRAIN DISCHARGE CHANNEL

PHOTO 12. INHABITED RESIDENCE DOWNSTREAM OF DAM

C?

DETAILED PHOTO DESCRIPTIONS

Photo 1 View of Embankment, Cemented Riprap, andSpillway Training Wall from left abutment.

Photo 2 Overview of Reservoir from left abutment.Cave Hollow Stream at center of photo.

Photo 3 Upstream View of Spillway Channel showingweir and training dike retaining wall (onright of photo).

Photo 4 Deterioration of Training Wall.

Photo 5 Downstream View of Spillway Channel. Notedebris in channel, wire fence crossing channel,and bank erosion below.

Photo 6 Upstream View of Lower End of Spillway Channelas seen from the original valley bottom.

Photo 7 View of Left Abutment near Embankment Crest.Note drainage ditch and abandoned structure onright. Access road is on left.

Photo 8 Overview of Downstream Slope from upper rightgroin. Note (top to bottom) abandoned struc-ture, water suppy control chamber and ponddrain.

Photo 9 View of Pond Drain and Water Supply ControlChamber.

Photo 10 View of Downstream Slope from pond drain dis-charge channel area. Truck is on embankmentcrest and pond drain is near toe.

Photo 11 Seepage along Pond Drain Discharge Channelnear pond drain outlet.

Photo 12 Inhabited Residence Downstream of Dam. CaveHollow Stream in foreground and house isapproximately 4500 feet downstream of the dam.

C8

bid"

APPENDIX D

HYDROLOGY AND HYDRAULICSANALYSES

APPENDIX DHYDROLOGY AND HYDRAULICS

Methodology: The dam overtopping analysis was accom-plished using the systemized computer program HEC-1 (DamSafety Version), July, 1978, prepared by the HydrologicEngineering Center, U.S. Army Corps of Engineers, Davis,California. A brief description of the methodology usedin the analysis is presented below.

1. Precipitation: The Probable Maximum Precipita-tion (PMP) is derived and determined from regionalcharts prepared from past rainfall records including"Hydrometeorological Report No. 33" prepared by the U.S.Weather Bureau.

The index rainfall is reduced from 10% to 20% dependingon watershed size by utilization of what is termed theHOP Brook adjustment factor. Distribution of the totalrainfall is made by the computer program using distribu-tion methods developed by the Corps.

2. Inflow Hydrograph: The hydrologic analysis

used in development of the overtopping potential isbased on applying a hypothetical storm to a unit hydro-graph to obtain the inflow hydrograph for reservoirrouting.

The unit hydrograph is developed using the Snydermethod. This method requires calculation of several keyparameters. The following list gives these parameters,their definition and how they were obtained for theseanalyses.

Parameter Definition Where Obtained

Ct Coefficient representing From Corpj ofvariations of watershed Engineers

L Length of main stream From U.S.G.S.channel 7.5 minute

topographic map

Lca Length on main stream From U.S.G.S.to centroid of watershed 7.5 minute

topographic map

D1 .

Cp Peaking coefficient From Corp1 ofEngineers

A Watershed size From U.S.G.S.7.5 minutetopographic map

3. Routing: Reservoir routing is accomplished byusing ModifiedPuls routing techniques where the floodhydrograph is routed through reservoir storage. Hydrauliccapacities of the outlet works, spillways and the crestof the dam are used as outlet controls in the routing.

The hydraulic capacity of the outlet works can eitherbe calculated and input or sufficient dimensions inputand the program will calculate an elevation-dischargerelationship.

Storage in the pool area is defined by an area-elevationrelationship from which the computer calculates storage.Surface areas are either planimetered from availablemapping or U.S.G.S. 7.5 minute series topographic mapsor taken from reasonably accurate design data.

4. Dam Overtopping: Using given percentages ofthe PMF the computer program will calculate the percentageof the PMF which can be controlled by the reservoir andspillway without the dam overtopping.

5. Dam Breach Downstream Routing: The computerprogram is equipped to determine the increase in down-stream flooding due to failure of the dam caused byovertopping. This is accomplished by routing both thepre-failure peak flow and the peak flow through thebreach (calculated by the computer with given inputassumptions) at a given point in time and determiningthe water depth in the downstream channel. Channelcross-sections taken from U.S.G.S. 7.5 "niute topographicmaps were used in the downstream flood wave routing.Pre and post failure water depths are calculated atlocations where cross-sections are input.

IDeveloped by the Corps of Engineers on a regionalbasis for Pennsylvania.

D2

~ii

HYDROLOGIC AND HYDRAULICENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: Predominately wooded, no

development noted.

ELEVATION TOP NORMAL POOL (STORAGECAPACITY): 1372.0 (9.2 acre-feet.)

ELEVATION TOP FLOOD CONTROL POOL (STORAGECAPACITY): 1373.1 (10.5 acre-feet.)

ELEVATION MAXIMUM DESIGN POOL: 1374.0

ELEVATION TOP DAM: 1373.9 (average) 1373.1 (minimum)

OVERFLOW SECTION

a. Elevation 1372.0b. Type Masonry weir wallC. Width 40 feetd. Length N/Ae. Location Spillover Right abutmentf. Number and Type of Gates None

OUTLET WORKS

a. Type 12 inch outlet pipe (water supply pipe)b. Location Left of centerline, near downstream toec. Entrance Inverts 1349d. Exit Inverts 1342e. Emergency Drawdown Facilities 12 inch outlet pipe

(pond drain) left of center of dam

HYDROMETEOROLOGICAL GAGES

a. Type Noneb. Location N/Ac. Records None

MAXIMUM REPORTED NON-DAMAGINGDISCHARGE Pool rise 6 inches, March 1936

D3

HEC-1 DAM SAFETY VERSIONHYDROLOGY AND HYDRAULIC ANALYSIS

DATA BASE

NAME OF DAM: Fairchance Reservoir Dam NDI ID NO.PA 208

Probable Maximum Precipitation (PMP) 24.2

Drainage Area 1.59 sq. mi.

Reduction of PMP Rainfall for Data Fit 0.8 (24.2)Reduce by 20%, therefore PMP rainfall = =19.4 in.

Adjustments of PMF for Drainage Area (Zone 7)6 hrs. 102%12 hrs. 120%24 hrs. 130%

Snyder Unit Hydrograph ParametersZone 29*

CP 0.5Ct 1.6L 2.1 mileLea 1.1 miletp = Ct (L • Lca)0 .3 = 2.06 hours

Loss RatesInitial Loss 1.0 inchConstant Loss Rate 0.05 inch/hour

Base Flow Generation ParametersFlow at Start of Storm 1.5 cfs/sq.mi=2.39 cfsBase Flow Cutoff 0.05 x Q peakRecession Ratio 2.0

Overflow Section DataCrest Length 40 feetFreeboard 1.1 feetDischarge Coefficient 2.64-3.32Exponent 1.5Discharge Capacity 138 cfs

Breach ParametersSection Slope 3.51:1Section Height 26.1 feetDuration of Failure 1.0 hourDepth of Maximum Overtopping Priorto Failure 1.0 foot

PMF Storm 0.25

• Hydrometerological Report 33Hydrological zone defined by Corps of Engineers,Baltimore District, for determining Snyder's Coefficients(Cp and Ct).

D4

ACKENHEIL & ASSOCIATES Job so %a..2 ~~ X-GEO Systems Inc.

1000 BatnksAft Road sbet IJt7PITTSBURGH, PA. 15216 Sbet~I7 ,,u

(412) 531.7111 Made By %T" Dt 2f'9/-Chchackd -11 Dote 3 /' //f

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ACKENHEIL & ASSOCIATES - JbRIC4C~~SD'ID,,Jbo ~S3~GEO System Inc.JoFA C044ERSPakP4,jbN.

1000 Baflbsville Road Subj*Ct SPILLAZ RAJ4.A CURVi-/'~ PITTSBURGH, Pk 15216

(412) 531-7111 modse y .E....Date A oats 3/fe/Ba,,

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D6 A-

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ACKENHEIL & ASSOCIATES job ~ei- ~ ~ J Job NOa.GEO SystemInc.

1000 Baflksvil. Road Subject ~.. znr~oPITTSBURGH, PA. 15216

(412) 531-7111 Madefy 'JP /' Date likjCheWS6 d10... Date S1/9/5

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ACKENHEIL & ASSOCIATES Job FI-Ma DA joba.2t4ri,010 Systom Inc.

1000 Smnkasvie Road Subject, J8M WAI-t O o-flTW&AISW.m4 &y- PI7rSBURGH, PA. 15216

(412) 531.7111 Mode By' Dote i k o Ciecled ~-fc -Date' 3/tv/lo

BREACH PAKAmmTrERS -

- _

___4A/, 7AJJ

C A4~NAMOI A;) -1 £ WL 007 _

___ OJetAJK i Mb 'i: ~ ~s D8

/Ig

DAMAGE TATION

No.3 29 0 ~

jiQ AM STEN\i

7'/ ,

fAAG STATION

0- .. .a. N .

W~-4

1L0M HIIMOGAPH P*Afi (1I-1)DA SAET savuM Jmm u 1978

A IJASTI IIFCATXW 26M 779

I Al NATIGUL Pr0AHA FOR MRWE = OF NON-rFinhL DAMS2 A2 Iff~.4IC AND HrIMAUC ANALYSS Or FAIRCIAICE RESEROIR3 A3 FRaOR A IOI ILU= FS/UNIT GAPHI BY 31M ME94 5 300 0 5 0 0 0 0 0 -4 05 al 56 J 1 5 17 Ji 1. 0.5 0.2 0.1 0.05a K 0 119 Xl DF1O HEZA)MiPH FOR FAIRIAICE RESY0Z3

10 m 1 1 1.59 1.59 1111 P 19.4 102 120 13012 T 1.0 0.0513 w1 2.06 0.514 x -1.5 -0.05 2.0i5 K 1 216 Xl ROUT=I AT F*IROWCm EsE~V017 7 1 1i1 1 1 9.21 -119 Y4 1372. 1372.5 1373. 1373.5 1374. 1374.5 1375. 1375.5 1376. 13T6.52D Y4 1377. 1377.5 1378.21 75 0.0 38.0 114.1 232.1 368.5 567.2 767.6 983.7 121.8 1481.6

22 751763.1 2066.2 2390.923 $k 0.0 1. 4.6 9.2 11.024 $21344.4 1372. 1380. 1400. 1420.

25 $$ 1372.26 $D1373.1 2.63 1.5 190.27 $L 80. 180. 190. 195. 200.28 V1373.1 1374. 13M. 1376. 1377.29 K 930 A31 A32 A33 A34 A

PREVID CF SIMflE OF STREAM M~rvW CALMATEM

16O NER1tP ATOI"N ITF17 7 ffDOOA1 1

MMEl HYDROMUP1 TO 2

FLO HYDRORAPH PAMAE (9.-)DAM SAFETY VER JULY 1978

LAST I'C76CA.1 26 M379

23 UIA 0.0 1. OO*O9.2U1 .

RUN DATE: 20 MAR 808. T 7.31. 7

H29MI AND 99RMI NA= O ~~HAZREV

PSWAILE K'fU FL=OW 4/MCT GMAP BY MUM33

300 0 5 0 0 0 0 0 -4 0-MI NIT LRWT TRAnZ

5 0 0 0

3OU-PLAN ANALM TO BE PFORNIPU 1 NETTO. 5 LRTZ00 1

EICR. 1.00 0.50 0.20 0.10 0.05

D10

3---

ZWLM immm l t lllAVIMU I N ON

-0 -W mm =Mi ZIIM WZmIm1 0 0 0 0 0 1 0 0

-= ME TAM UM? %T MM KA=i iM DIl LI I 1.9 0.0 1.59 1.00 0.0 0 1 0

sm m ab R12 1124 38 72 m960.0 19.40 102.00 120.00 130.00 0.0 0.0 0.0

LM DATA

0 0.0 0.0 1.00 0.0 0.0 1.00 1.00 0.05 0.0 0.0

OWT t!3IM DATAWr, 2.06 c/o0.50 NB, 0

no=" omTWMam -1.50 m m -0.05 MZxh 2.00

O1M 1 llI00 3-W-F I0 inDIA , LAO 2.08 uM, Cft 0.50 ML 0.922. 7. 15. 25. 36. 46. 61. 74. 89. 103.

119. 135. 151. 167. 162. 196. 209. 2o. 230. 238.245. 251. 255. 257. 257. 25. 248. 241. 234. 227.220. 214. 206. 202. 196. 190. 184. 179. 174. 169.164. 159. 154. 150. 145. 141. 137. 133. 129. 125.122. I8. 11s. Ill. l0. OS. 102. 99. 96. 93.90. 86. 85. 83. 80. 78. 76. 73. 71. 69.67. 65. 63. 61. 60. 5. 56. 5. 53. 51.50. 46. 47. 46. 44. 43. 42. 441. 39. 35.37. 36. 35. 34. 33. 32. 31. 30. 29. 20.

0 SID-W-M ?LWpa.m ILO MIXOD mn Z= LM 0m Q PC.VA J-hl FEU0 MV = LO cat

SO 25.22 23.34 1.88 26 .61.C 593.)( 46.)(3.)

S'M AT 1*ZPAIUM Y013W

== APE m' anT im mw =Am am2 1 0 0 0 0 1 0 0

ra=DATAa= £L 7 INCo o T -. Lo

0.0 0.0 0.0 1 1 0 0 0

amA 4 AM= x ix rm x ME1 0 0 0.0 0.0 0.0 9. -1 .\

3= 1372.00 1372.50 13300 1373.50 1374.00 1374.50 137.00 1375.50 1376.00 1376. 501377.00 1377.50 137.00

RAN 0.0 36.00 114.10 232.10 366.50 567.20 767.60 963.70 1221.60 1481.601763.10 2066.20 2390.90

CAiAt !. 0. 9. 30. 165. 367.

1372. 300. 1M. 1401372.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

W Dm1373. 2.6 1.5 I9o.

DI 1_

K+ . -

am L80. 180. 190. 195. MOO.

S"g"yON 1373.1 1374.0 1375.0 1376.0 137.0

PEAK OUTFLO 3 3402. AT TIME 17.67 HOUR

PEAK OUWLL 3s 1701. AT T3E 17.67

PEAK OUT IS 680. A2 TIME 17.67 HORS

PEAK OTILOW is 340. AT TIl 17.67 HOURS

PEAK OTFLOW TS 170. AT. TD 17.67 HOURS

MAK FLO AND STORAGE (IOD PERIO) smAtn FOR lvLTmU PUB-RiATIO ECM C CM TATIRLO8 IlN CUBIC PEE PER SECOND (CUMic MCERS PER SO=)

AREA 3N SXUM .M (SQUA M ML=ES)

RATOS AMML TO FLWUP1ATOtIN STATIW ABE PLAN RATIO 1 RATIO 2 ATIO 3 RATO 4 RATIO 5

1.00 0.50 0.20 0.10 0.05

HMRApf AT 1 1.59 1 3402. 1701. 680. 340. 170.( 4i.12) ( 96.35)( 418.17)( 19.27)( 9.63)( 4,.82)(

R mTO 2 1.59 1 3402. 1701. 680. 340. 170.4.12) ( 96.34)( 48.17)( 19.27)( 9.63)( 4.81)(

MW~ FDAN SAFETY AMS

PM A ............... DMTIAL VALUE ILLWAX CRT TO ,OF DANELEATIUO 1372.00 1372.00 1373.10STORAGE 9. 9. 10.

0. 0. 138.

RATO NAI Mfi.IUI MAU4 MIOE UIRAT= TIE Or 77E Or

P1w W.S.ELZV OVER DAN AC-FT HOR OR HOURS

1.00 1375.85 2.75 16. 3402. 16.67 17.67 0.00.50 1374.82 1.72 13. 1701. 15.17 17.67 0.00.20 1374.00 0.90 12. 680. 9.67 17.67 0.0 )0.10 1373.55 0.45 11. 340. 6.25 17.67 0.00.05 1373.20 0.10 11. 170. 2.58 17.67 0.0

D12

.rz. -

M= MIFUPU PA= (MO-1)DM SUlNM Miff JUZ 1978

LJS OICM CATMIO 26M7T9ofoem - -- -----1 Al 'NATO, PHr4 FOR fWEC ION OF VION-EM L DAM2 A2 ED== AND rDRADLIC ANALYSIS OF FAITAMVM iEMiM33 A3 FROME M*D4 n=00 RMF/UNIT GIM 3! SM= II04 3 300 0 5 0 0 0 0 0 -4 05 al 56 1 2 1 17 J1 0.258 K 0 1 19 Ki DhFLM HAXIRAF H FOR FrADKECE ESDOM3

10 N 1 1 1.59 1.59 111 P 19.4 102 120 13012 T 1.0 0.0513 V 2.06 0.514 X -1.5 -0.05 2.015 K 1 2 116 K1 MTIM AT F.MAUH=I I IR17 y 1 118 71 1 9.21 -119 Y4 1372. 1372.5 1373. 1373.5 1374. 1374.5 1375. 1375.5 1376. 1376.520 Y4 1377. 1377.5 1378.21 15 0.0 38.0 114.1 232.1 368.5 567.2 767.6 963.7 1221.8 1481.622 751763.1 2066.2 2390.923 A 0.0 1. 4.6 9.2 11.024 $31344.4 1372. 1380. 1400. 1420.25 $$ 1372.26 $D1373.1 2.63 1.5 190.27 $, 80. 180. 190. 195. 200.28 $V1373.1 1374. 1375. 1376. 1377.29 $3 3.51 1347. 1.0 1372. 1374.130 $B 3.51 1347. 1.0 132. 1376.031 K 1 3 132 Ki MOD PMLS RTOM FX4 DMl MO STA2I 733 y 1 134 T1 135 16 .o7 .03 .07 1125. 1200. 5280. .04236 Y7 0.0 1200. 800. 1167.5 1600. 1135. 1601. 1125. 1611. 1125.37 7 1612. 1135. 1862. 1167.5 2112. 1200.38 K 1 4 139 Ki MOD PMUS ROM= FRM STT 3 TO ST.I2C 440 7 1 141 1 142 16 .07 .03 .07 lO5. 11oo. 6000. .01343 Y7 0. 1100. 600. 1077.5 1200. 1055. 1204. 1045. 1214. 1015.44 17 1218. 1055. 2009. 1127.5 2500. 1100.45 K 9946 A47 A48 A49 A50 A

PIEVam OF SamI= OF Sm =wi ==l ATZ=

am"F IffDMtOW AT 1FDM o.WAMP 70 2FOUTE R1ffhAPUm O 3FO HEIDRO3P TO 4

D1 3

1M EUOMM PA= (IO-1)DO SIPUT 1ZS JiLl 10"

LAW? smmcATzo 26 M 79

ION 'M: 20 MM 80TM TDZ: 7.22.58

EATIM&A PI" FOR DIQIMC Or MM-135 DAMZ1CMQ MN ~DHOM=C AKALTSIS OF FAIMNC inVDM33I~~~~O S P1 DICO 1PC-N~lJI1AE 3*30 L0 RIF/.1WZ GRIPll 3! U E I

NO -m mm =aU -M IN33 mcm nT iT WEAN300 0 5 0 0 0 0 0 -4 0

ja UW LAO T TR5 0 0 0

MXLTI-PLAN ANW.TSE IO M PEMPOMMXPUA. 2 NM 1 LffZD. 1

m 0.25

SODANKA" 03W WATU

DWLow UENlIP9 FOR 1ALAIiE 3W 03RV

=IEW ICW n= ATPE JPLT JPRT D ZSTIG 1UM1 0 0 0 0 0 1 0 0

HMnIMUPH DATAMM0 Mm ?Ann SNAP TAM TRWC RATO LUZE L

1 1 1.59 0.0 1.59 1.00 0.0 0 1 0

PJIM DATAE p4s 96 R12 B24 m118 1m2 R96

0.0 19.40 102.00 120.00 130.00 0.0 0.0 0.0

DA UTAL I t STin IUZ R ffEL DM SMO R=!.W S"M CUM 1594 M'

0 0.0 0.0 1.00 0.0 0.0 1.00 1.00 0.05 0.0 0.0

gET B!r0I9 DATAIP* 2.06 W*0.50 UTA, 0

-OSU DATASEED, -1.50 Qik, -0.05 RTIM 2.00

laT H!MU0RIIS10O .F -PtM 0 ,, LI,, 2.08 M1M, CP 0.50 VOas 0.922. 7. 15. 25. 36. 48 . 61. 74. 89. 103.

119. 135. 151. 167. 182. 196. 209. 220. 230. 238.245. 291. 255. 25T. 25T. 254. 248. 2*1. 234. 227.220. 214. 2D8. 202. 196. 190. 184. 179. 17*1. 169.164. 19. 154. 150. 1*5. 11. 137. 133. 129. 125.122. 118. 115. ill. 10B. 105. 102. 99. 96. 93.

90. 88. 85. 83. 80. 78. 76. 73. 71. 69.67. 65. 63. 61. 60. 58. 56. 55. 53. 51.50. 48. 47. 46. 44. 43. 42. 41. 39. 38.37. 36. 35. 34. 33. 32. 31. 30. 29. 28.

0 ID-F-PIMW RNI.DA *.0 1M0 1" * Q O.DA IRJ MOD R11 I = OW Q

M 25.22 23.34 1.88 2092.641.)( 593.)( 48.)( 7388.58)

D114

--_:____- - . ..- _-_- _- - N H~e - -__.-.-_-,_"il-..e e

NOUTD 0tl FIMA MC, M~AO =ri~s ZOOND =M JX m mmm u

2 1 0 0 0 0 1 0 0

7 ALL RAM UTZ3 336SSDATA

am3 an no IN3S mm6 Z" nw Lin0.0 0.0 0.0 1 1 0 0 0

S Um LAO a I = IM~ ZSPT0 0 0.0 0.0 0.0 9. -1

SM 1372.00 1372.50 1373.00 1373.50 13T4.00 1374.50 1375.00 1375.50 1376.00 1376.501377.00 1377. 50 1378.00

1 0.0 35.00 114.10 22.10 368.50 567.20 77.60 983.70 121.80 1481.601763.10 2066.20 2390.90

3M =A AR 0. 1. 5. 9. 11.

CAPAt'. 0. 9. 30. I. 367.

U.NATMUO 1344. 1372. 1360. V0. 1420.

am am =~ 00 C CMPI M1372.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

TOM 0 WOD D mm61373.1 2.6 1.5 190.

ILED 3 80. 1IS0. 190. 195. 200.AT N BLOW3ZVATUM 1373.1 1374.0 1375.0 1376.0 1377.0

WAD z mm IL WOO rJ~t:a

0. 3.51 1347.00 1.00 1372.0 1374.10

m Am Di AL AT 17.08 M

IE 00!ILQW T.3 1136. a T Dc 17.44 YAM3

DA0 314= DAITA

0. 3.51 1347.00 1.00 1372.00 1376.0

lIE ORLAW 1S 6S0. AT 17.67 UM0

MOD MS~ MUTNO F1 DAN TO711 CA

1374 =MP ZSCON MM JPLT .1137 MM U1 YAUIO3 1 0 0 0 0 1 0 0

qM aym AVG un s Mw T me Lin0.0 0.0 0.0 1 1 0 0 0

YMS YA . LAO am x IXK 31A upw1 0 0 0.0 0.0 0.0 0. 0

D15'

I- - i,.i - i

C(1) C9K2) 09(3) ,mJ M M .Jill X" ,0.0700 0.0300 0.0700 1125.0 1200.0 50. 0.04100

0.0 1200.00 800.00 1167.50 1600.00 1135.00 1601.00 1125.00 1611.00 1125.001612.MO 1135.0 1862.00 1167.50 2112.00 1200.00

0.0 4.97 10.32 2a.65 07.37 213.11 399.86 617.63 956.41 136.211757.03 2218.86 2801.71 315.58 ,1090.6 1186.35 5623.27 6181.20 7100.1 8380.10

0O211.01 0.0 725.111 1918.93 3830.22 1079.71 28029.11 59613.03 109189.1 179687.12 27117M.1239615.87 5417881.25 73111211.81 919579.31 1204709.00 199113.00 1835013.00 221W1152.00 2639931.00 3113140.00

sTac 1125.00 1128.9 1132.89 1136.81 11410.79 111111.711 11118.68 1152.63 1156.58 1160.5311611.117 1168.142 1172.37 1176.31 1180.26 11811.21 1188.16 1192.10 1196.05 1200.00

FLO 0.0 725.14 1918.93 3830.22 107911.71 28029.11 59613.03 109189.1 17"8. 12 274120.12396195.87 517881.25 731124.81 919579.31 12017o9.00 1199113.00 1835013.00 2211582.00 2635934.00 3113110.00

HUOI .. A72 3 1130.2

MIMN STAGE I 1129.41

KID PM.S WM7 FIM SLTAIO 3 70 =01 11

MM C" M IX M JFL alW nW =bAM IAM'4 1 0 0 0 0 1 0 0

ALL 1AJM HAVE SMEOAM MM AVG MSIMIC I= u 13T

0.0 0.0 0.0 1 1 0 0 0

m" am LAD MM x xSiA 73*7

1 0 0 0.0 0.0 0.0 0. 0

N0DqU mmt CHUM Is~i

09(1) 01(2) 0(3) D!1 alMAX SM s.0.0700 0.0300 0.0700 1015.0 1100.0 6000. 0.01300

CM mI~Mr fATS- z,V ,l q,a-r

0.0 1100.00 600.00 1077.50 12o0.0 10S5.00 121.00 1015.00 1211.00 1015.001218.00 1055.00 2009.00 1127.50 2000.00 1100.00

omm 0.0 4.45 9.82 16.12 29.61 82.111 178.01 317.21 4".811 725.81995.13 1307.83 1663.89 2063.31 256. 10 2992.26 3521.78 10.66 4710.91 5370.53

o1.0 0.0 289.29 871.78 1690.55 3010.16 6123.73 12397.86 22969.70 38828.59 60873.4389939.56 126813.81 1722114.25 22697.31 291611.69 366902.87 153166.69 551929.94 662 .00 786961.06

S 1011.00 1047.89 1050.79 1053.68 1056.58 1059.17 1062.37 1065.26 106.6 17.051073.95 1076.8 1079.73 1082.63 1o5.52 1o8.2 1091.31 1091.21 1097. 10 1100.00

1= 0.0 289.29 871.71 16g0.55 3010.16 6123.73 1 9.86 22969.70 3888.59 60873.1389939.56 12"613.81 172214.25 226917.31 291611-.69 366902.87 11536.69 5g1929."1 66290M.00 7861.06

iaDM S 3 1051.5

IU=OI RSZ 33 1050.7

muaam *m a maa w . mo aseees"e

D16

...............

FM FLOW AM STOG (M OF PERIO) sU4AM TOR MULTI MA-RATIO OOMQ.C =VMTAT 0FLOW IN CUBIC FET PER CD (CMIC HUM PER SCOD)

ARA IN SMAM ?Wf (SWAM 1=62E S)

R42105 APPLE TO RAWG1RoATIC STATION ARA PUAN RATIO 10.25

U!DROIAPL AT 1 1.59 1 851.( 4.12) ( 24.09)(

S 4.12) ( 20)

C 81.(2 850.( 24.08)(

O 3 1.59 1 1116.4.12) ( 31.61)(

( 24.0)(

MOM OF DA SA,q ! ISIS

PLAN 1 ............... INITIAL VALUE SILLMAY CRET TOP OF DAM.LEVATION 1372.00 1372.00 1373.10

STORAGE 9. 9. 10.OUTFLOW 0. 0. 138.

RATIO MAJM MXDM MIOI KMU4 DURATION TIM Or TDg OrO IV h DTH STORAGE OUFLOW OVER TO MX oFOW FAILUREpw W.S.E.EV OVER DAM AC-FT S UM a URS

0.25 1374.11 1.01 12. 1136. 4.31 17.44 17.08

PLAN 2 ............... INIIAL VALUE SPILJAY CR TOP OF DAMLEVATION 1372.00 1372.00 1373.10STORAGE 9. 9. 10.OUTFLOW 0. 0. 138.

RATIO MAMMON KtX~fI MMUIEN MSXD4 URATION TIM OF TIM OFor Vom DEPT STORGE OUTFLo OW E Top 1 OUTFLOW FALURmW W.S.nELT OVER DAM AC-FT Cm HOUR HORS a0.25 1374.16 1.06 12. 850. 10.67 17.67 0.0

I

*DlT

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

KUM~ MAD TDgRATIO nm~,cns Slm,FT HOURS

0.25 1116. 1130.2 17.50

PLAN 2 STATIOI 3

RATIO PJi,CPS STM,FT HOUR

0.25 850. 1129.4 17.67

PLAN 1 STTI 4

RATIO !LGI,CV3 STJMS,FT HOURS

0.25 1083. 1051.5 17.58

PLAN 2 ST. ON 4

RATIO PI,C7S ST-" ,I HOURS

0.25 84r7. 1050.7 17.83

D18

Sheet_____ of ______

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APPENDIX E

PLATES

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LIST OF PLATES

Plate I Regional Vicinity Map.

Plate II Plan and Details of Proposed Improvementsat the Fairchance Borough Reservoir.

Plate III General Plan of Proposed Dam.

Plate IV Transverse Section.

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APPENDIX F

GEOLOGY

GEOLOGY

Geomorphology

Fairchance Reservoir is located in Cave Hollow on theextreme western flank of Chestnut Ridge. Chestnut Ridgeis the westernmost in a series of anticlines which com-prise the Allegheny Mountain section of the AppalachianPlateau physiographic province. Both the east and westflanks of Chestnut Ridge have been notched by smallstreams rising near the crestline and flowing down theflanks. Cave Hollow Stream is one of these small streams.

Structure

General: The dam site lies on the west flank of theChestnut Ridge Anticline approximately 2 miles west ofthe anticlinal axis. This feature trends NE-SW.According to estimates based on the "Coal and SurfaceStructure Map of Fayette County, Pennsylvania," thestrata strike at N24"E and dip 11" to the NW.

Faults: No observations were made that would indicatefaulting in the rocks outcropping around the dam site.In general, only a few evidences of faulting have beenobserved in all of Fayette County.

Stratigraphy

General: The rocks exposed in the area of FairchanceReservoir dam belong to the Pocono, Loyalhanna and MauchChunk formations of Mississippian age and the Pottsvillegroup of Lower Pennsylvanian age. Upper MississippianMauch Chunk strata are separated from the overlyinglower Pennsylvanian Pottsville rocks by an erosionalunconformity.

Fairchance Reservoir dam is located in the immediatevicinity of the contact between the Mauch Chunk and thePottsville, although outcrops in the area have beenobscured by the large amounts of float.

Pennsylvanian Rocks

Pottsville Group: This group is composed primarily ofsandstone and sandy shale but may contain some thin bedsof coal and fire clay just above the middle. This groupis composed of three formations: the Connoquenessing,the Mercer and the Homewood.

F1

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Connoguenessing Sandstone: The lower portion ofthis unit is a gray thick bedded to massive ironstained and micaceous sandstone which in someplaces may be replaced by a sandy shale. The upperportion of this unit is similar to the lower and itmay be replaced in areas by a clay shale or a sandyshale. The Quakertown coal and shale may be presentin the middle of this unit. These beds are of nocommercial significance and are characterized as athin low quality coal while the associated shale isgnarly black and carbonaceous.

Mercer: This heterogeneous unit is composed offire clays, 3 coal beds of marginal value, blackshales and brown sandstones.

Homewood: This unit is a thick bedded to massive,light colored or white orthoquartzitic sandstone.Clay balls may be present in the upper part of thisunit. Jointing is common in the massive beds ofthe Homewood.

Mississippian Rocks

Three formations comprise the Mississippian rocks onChestnut Ridge. They are the Lower Pocono, the MiddleLoyalhanna, and the Upper Mauch Chunk.

Mauch Chunk: This formation consists of 3 members:

1. A lower red and green shale and micaceoussandstone.

2. A dark fossilferous limestone and interbeddedgray shale.

3. An upper bright red shale with some greenshale and micraeous sandstone.

The lower red and green shales are extremely vari-able in thickness, ranging from 5 to 60 feet thick.The dark fossiliferous limestone, referred to asthe Greenbrier is often replaced by or may haveinterbeds of dark gray calcareous shale. This unitranges from 5 to 40 feet in thickness. The uppermember of the Mauch Chunk is rarely observed inoutcrop as it is usually obscured by overlyingPottsville sandstone float. Its thickness isbelieved to range from 100 to 175 feet.

F2

Loyalhanna: This formation, although often referredto as almestone, is best described as an homogenous,massive, cross bedded sandstone with calcareous cement.

Pocono: This lower most formation of the Mississippianis composed of 3 members: a lower Berea sandstone, amiddle Cuyahoga shale and an upper Burgoon sandstone.

Berea: A gray, hard, coarse grained sandstone.

Cuyahoga: A gray to greenish shale or sandyshale.

Burgoon: A gray, coarse grained sandstone.

The total thickness of the Pocono averages 300 feetand is seldom less than 250 feet. It is doubtfulthat a complete section of the Pocono as describedabove is present in Fayette County.

F3

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Transcript of IIIIIIIIIIIEEI EhEEEEEEEIIIEE E.EBEEEEE//EEEDetailed Photo Descriptions .... . C8 APPENDIX D -...