BAI CONSULTANTS INC MONROEVILLE PA F/! NTONAL DAM ... · a079 019 bai consultants inc monroeville pa f/! 13/13 ntonal dam inspection program. kephart dam (nos id number pa---tc(u)

A079 019 BAI CONSULTANTS INC MONROEVILLE PA F/! 13/13NTONAL DAM INSPECTION PROGRAM. KEPHART DAM (NOS ID NUMBER PA---TC(U)

MAR 79 DACW3-79-C-0013

04CLASSIFIEDN

----ooSUSQUEHANNA RIVER BASINI

BLACK MOSHANNON CREEK, CENTRE COUNTY

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KEPHART DAM l - lO NDS 1. D. No. PA-00447

PENNDER- 1. D. No. 14-89

PHASE I INSPECTION MEORT

Approved for Public ReleaseContract No. DACW3l-79-C-00l3

PREPAME FOR

-~ DEPARTMENT OF THE ARMYBaltimore District, Corps of Engineers

Baltimore, Maryland 212iU

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GAI CONSULTANTSo INC tppzoved tor public Ie

CD570 BEATTY ROA Distribution U~lilait

MONROEVILLE, PENNSYLVANIA 15146

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PREFACE

This report is prepared under guidance contained in theRecommended 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.

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.

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Who ... a.

PHASE I REPORTNATIONAL DAM INSPECTION PROGRAM

ABSTRACT

Kephart Dam: NDS I.D. No. PA-00447

Owner: Pennsylvania Department of Environ-

mental Resources (PennDER)

State Located: Pennsylvania (PennDER I.D. No. 14-89)

County Located: Centre County

Stream: Black Moshannon Creek

Inspection Date(s): 13, 14 November 1978

Inspection Team: GAI Consultants, Inc.570 Beatty RoadMonroeville, Pennsylvania 15146

Based on a visual inspection, past performance, and avail-able engineering data, the facility is considered to be ingood condition. The facility is capable of passing and/orstoring the flow resulting from a flood of PMF intensitywithout overtopping, consequently, the spillway is con-sidered adequate.

It is recommended that the owner:

(a Have the embankment crest surveyed and infillany low spots to restore the embankment section to itsdesign elevation (1874.0).

(b Extend the riprap protection to the top of thedam along the emergency spillway-embankment junction toprovide slope protection in the event the emergency spillwayshould discharge at or near full capacity.

(c) Develop a warning system to provide for the noti-fication of temporary downstream residents should hazardousconditions develop.

ii

GAI Consultants, Inc. A oved b

Bernard M. Mihaic P.E. IC. K. WITHERSJColonelI, Corps of EngineersDistrict Engineer

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* TABLE OF CONTENTS

Page

PREFACE.................... .. .. ...... . .. .. .. .....

ABSTRACT.................... .. .. ... . .. .. .. . ...

OVERVIEW PHOTOGRAPH. ................... iv

TABLE OF CONTENTS ...................... v

SECTION 1 - GENERAL INFORMATION. .............. 1

1.0 Authority ..................... 11.1 Purpose ...................... 11.2 Description of Project .............. 11.3 Pertinent Data ................. 2

SECTION 2 -ENGINEERING DATA ................ 6

2.1 Design......................62.2 Construction Records ............... 72.3 Operational Records. .............. 82.4 Other Investigations ............... 82.5 Evaluation....................8

SECTION 3 - VISUAL INSPECTION. ............... 9

3.1 Observations...................93.2 Evaluation ................... 10

SECTION 4 - OPERATIONAL PROCEDURES. ........... 11

4.1 Normal Operational Procedure .......... 114.2 Maintenance of Dam................114.3 Maintenance of Operating Facilities. ....... 114.4 Warning Systems ................. 114.5 Evaluation ................... 11

SECTION 5 - HYDROLOGIC/HYDRAULIC EVALUATION. ........ 12

5.1 Design Data. .................. 125.2 Experience Data ................. 125.3 Visual Observations ................ 125.4 Method of Analysis...............125.5 Summary of Analysis ............... 135.6 Spillway Adequacy ................ 14

SECTION 6 - EVALUATION OF STRUCTURAL INTEGRITY . . . . 15

6.1 Visual Observations ................ 156.2 Design and Construction Techniques ........ 156.3 Past Performance. ............... 156.4 Seismic Stability ................ 16

SECTION 7 - ASSESSMENT AND RECOMMENDATIONS FORREMEDIAL MEASURES ................ 17

7.1 Dam Assessment.................177.2 Recommendations/Remedial Measures. ........ 17

v

TABLE OF CONTENTS

APPENDIX A - CHECK LIST - ENGINEERING DATA

APPENDIX B - CHECK LIST - VISUAL INSPECTION

APPENDIX C - HYDRAULICS/HYDROLOGY

APPENDIX D - PHOTOGRAPHS

APPENDIX E - GEOLOGY

APPENDIX F - FIGURES

APPENDIX G - REGIONAL VICINITY MAP AND WATERSHED BOUNDARY MAP

vi

_ _ _ _ _ _ _ _ - .

t PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

KEPHART DAMNDI# PA-447, PENNDER# 14-89

SECTION 1GENERAL INFORMATION

1.0 Authority.

The Dam Inspection Act, Public Law 92-367, authorizedthe Secretary of the Army, through the Corps of Engineers,to initiate a program of inspection of dams throughout theUnited States.

1.1 Purpose.

The purpose is to determine if the dam constitutes ahazard to human life or property.

1.2 Description of Project.

a. Dam and Appurtenances. Kephart Dam is a combin-ation earth and concrete structure approximately 350 feet inlength with a maximum height of 20 feet. The facility hasbeen constructed with a concrete, ogee-shaped weir sectionat the center flanked by earth embankment sections to eitherside. The concrete weir section has a 100-foot long crestand is designed to function as a service spillway. Anemergency spillway is provided along the right (east) abut-ment and is partially comprised of the 40-foot wide bitum-inous surfaced park roadway. Lake drawdown is providedthrough a 48-inch square slide gate at the base of a con-crete control tower located adjacent to the right servicespillway wingwall.

b. Location. The dam is located just north ofRoute 504, about 7.2 miles east of Philipsburg in RushTownship, Centre County, Pennsylvania (see Figure 2, Appen-dix F). The dam and reservoir are contained within theBlack Moshannon, Pennsylvania 7.5 minute U.S.G.S. topo-graphic quadrangle (see Appendix G). The coordinates of thedam are N400 55' 5" and W78 ° 3' 20".

c. Size Classification. Intermediate (20 feet high,greater than 1,000 acre-feet storage at maximum pool).

d. Hazard Classification. Significant (see Section3.1.c.5).

1i

e. Ownership. Samual R. ReedDirector of Bureau of OperationsOffice of Resources ManagementPennsylvania Department of EnvironmentalResources

P.O. Box 1467Harrisburg, Pennsylvania 17120

f. Purpose of Dam. Recreation.

g. Historical Data. According to data contained inPennDER files, the existing Kephart Dam was constructed in1974 replacing a deteriorated structure previously situatedabout 150 feet upstream whose origin dated back to 1926.The new facility was designed by Berger Associates ofHarrisburg, Pennsylvania, and was constructed by the BearCreek Construction Company of Landisville, Pennsylvania.

1.3 Pertinent Data.

a. Drainage Area. 15.4 square miles.

b. Discharge at Dam Site.

Maximum Known Flood at Dam Site - Not known.

Outlet Works Conduit at Operating Pool Elevation(1865) - Drawdown rating curve contained inFigure 3, Appendix F.

Ungated Service Spillway Capacity at Maximum PoolElevation (1874) = 10,670 cfs.

Ungated Emergency Spillway Capacity at MaximumPool Elevation (1874) = 2,020 cfs.

Combined Ungated Spillway Capacities at MaximumPool (1874) = 12,690 cfs.

c. Elevation (feet above mean sea level).

Top of Dam = 1874 (design crest of embankment).

Maximum Pool Design Surcharge = 1871.

Maximum Pool of Record - Not known.

Normal Pool = 1865.

Upstream Portal Invert Outlet Conduit = 1853.5.

Downstream Portal Invert Outlet Conduit 1853.5.

2

Streambed at Centerline of Dam 1853.

Maximum Tailwater - Not known.

d. Reservoir Length (miles).

Maximum Pool 3.4.

Normal Pool 2.3.

e. Reservoir Storage (acre-feet).

Service Spillway Crest c 730 (elevation 1865).

Emergency Spillway Crest = 3210 (elevation 1870).

Top of Dam = 5830 (elevation 1874).

Design Surcharge = 2055.

f. Reservoir Surface (acres).

Service Spillway Crest = 235 (elevation 1865).

Emergency Spillway Crest = 535 (elevation 1870).

Top of Dam = 775 (elevation 1874).

Maximum Design Pool = 595 (elevation 1871).

g. Dam.

Type - Earth and concrete.

Length of Embankment = 350 feet (including emer-gency spillway section).

Height = 20 feet.

Top Width = 12.5 feet.

Side Slopes - upstream: 2H:lVdownstream: 2H:lV

Zoning (earth section) - None; homogeneous earth,rolled embankment with upstream rock riprap.

Impervious Core - None; homogeneous earth section.

3

4

Cutoff - A cutoff trench 3 feet deep and 8 feetwide (at the base) with 1H:lV side slopes was providedbetween Stations 1+36 and 2+05 and from Station 3+33 to3+94 (see Figure 4, Appendix F).

Grout Curtain - None.

h. Outlet Conduits.

Type - 48-inch square sluice gate housed in theconcrete control structure located at the right side of theconcrete ogee spillway.

Access - Top of dam (see Figure 3).

Outlet Chamber - Reinforced concrete riser with atrash rack at the base of the upstream end and a sluice gateon the downstream end. The chamber also contains stop logsand a ladder (see Figure 7).

Regulating Facility - Crank operated floor standhoist for the sluice gate.

i. Service Spillway.

Type - Ogee-crested, reinforced concrete weir (seePhotograph 1 and Figure 6).

Crest Width = 100 feet.

Crest Elevation 1865.

Stilling Basin 34 feet by 107 feet.

Upstream Channel - Not applicable.

Downstream Channel - Riprap-lined trapezoidalchannel.

j. Emergency Spillway.

Type - Earth; partially comprised of a bituminouspaved park roadway (see Figure 3).

Crest Width = 40 feet (design); 60 feet (measured).

Crest Elevation 1870.

Stilling Basin - Not applicable.

Upstream Channel - Not applicable.

4

Downstream Channel - Earth with some trees (seePhotograph 5).

I" k. Regulating Outlets. 48-inch square sluice gateoperated from atop the concrete riser chamber.

I

5

SECTION 2ENGINEERING DATA

2.1 Design.

a. Design Data Availability and Sources.

1. Hydrology and Hydraulics. Hydrologic andhydraulic design calculations are available from PennDERfiles. A reservoir drawdown curve is contained on the con-tract drawings (see Figure 3). A spillway rating curve andthe reservoir drawdown curve are also contained in theOperation and Maintenance Manual for Kephart Dam.

2. Embankment. No calculations are availableconcerning the design of the earth embankment section.Subsurface details are provided on "as-built" drawingsavailable in PennDER files (see Figure 5).

3. Appurtenant Structures. Detailed design dataare available from PennDER files concerning the outlet works

and concrete gravity spillway section. Calculations andreinforcing details for the spillway, spillway wingwalls,and stilling basin slab are also available.

b. Design Features.

1. Embankment. Contract drawings indicate thatthe dam is a concrete gravity spillway structure flanked byrolled earth embankments on each end. The side slopes are2H:lV on each face with a crest width of 12.5 feet. Theembankments contain a key trench 3 feet deep and 8 feet wideat their bases with lH:lV side slopes (see Figure 4).Riprap (12 inches thick) is provided on the upstream face toelevation 1871.

2. Appurtenant Structures.

a) Spillways. The service spillway is a100-foot wide concrete gravity structure with an ogee-shapedcrest. A concrete apron is provided for a distance ofapproximately 30 feet below the crest. A riprap-linedchannel extends 50 feet beyond the apron before emptyinginto the natural stream channel.

The emergency spillway is located on the right abutmentof the dam. For design purposes, the 40-foot wide roadwaywas considered as a broad-crested weir with a crest eleva-tion of 1869.5. The actual width of the emergency spillway

6

Ii!

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

channel more closely approximates 60 feet, while the crestelevation was measured at 1870 feet. Riprap protects theright side of the dam from erosion by emergency spillwaydischarges as shown on Figures 3 and 4.

b) Outlet Works. The facility is providedwith a 48-inch square sluice gate opening on the right sideof the service spillway. Discharge through the outlet iscontrolled via a system of stop logs and a manually operatedgate located atop the concrete chamber.

c. Design Data and Procedures.

1. Hydrology and Hydraulics. Procedures used bythe design engineers included the development of a "C" curvehydrograph for the Kephart Dam watershed. The inflow hydro-graph was developed based on 15.3 square miles of drainagearea and peak runoff of 681 cfs per square mile. Using the100-foot wide service spillway and a 40-foot wide emergencyspillway, an outflow hydrograph with a peak of 5800 cfs wasdeveloped. When storage was considered, this resulted in amaximum pool level of 1870.9 feet. Three feet of freeboardwas provided above the design pool and the top of the damwas established at 1874.0 feet.

2. Embankment. No information relative todesign data and/or procedures were available.

3. Appurtenant Structures. Detailed calcula-tions are available from PennDER files for the design of theconcrete spillway section (including sliding and overturn-ing), the spillway wingwalls, control tower walls, and thegate hoisting mechanism.

Sliding analysis of the spillway section dictated theinstallation of a cut-off wall extending 10 feet below thespillway base slab. Seepage analysis indicated that flowgradients were in an acceptable range.

2.2 Construction Records.

The only construction records available from PennDERfiles are periodic progress reports. "As-built" drawingswere also prepared. Bi-weekly construction progress reportsare available at the park office.

7

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

2.3 Operational Records.

No operational records are available, although theOperation and Maintenance Manual for the facility indicatesthat readings should be recorded, particularly during majorstorms.

2.4 Other Investigations.

PennDER files contain annual inspection reports through1977.

2.5 Evaluation.

Sufficient data are available to indicate that thefacility was formally designed in accordance with acceptedengineering practice. Operational records should be main-tained as directed in the Operation and Maintenance Manualfor the facility.

8

SECTION 3VISUAL INSPECTION

3.1 Observations.

a. General. The visual inspection of the structureand related appurtenances indicates that the facility is ingood condition.

b. Embankment. The embankment conforms with thelines and grades depicted on the as-built drawings suppliedby PennDER. No signs of slope distress or seepage wereobserved in the earth section at the time of inspection.

Upstream slope protection is provided by a durablelimestone to elevation 1871. Riprap is also provided on theextreme right section of the dam where the embankment formsthe left side of the emergency spillway.

Both the upstream and downstream faces of the dam arecovered with crown vetch. Minor settlement was noted on thedam crest along both sides of the spillway. The maximumsettlement noted at the time of inspection was approximately0.6 feet below the designed crest elevation of 1874.0 feet.

c. Appurtenant Structures.

1. Service Spillway. The visual inspection ofthe service spillway indicated that the structure was inexcellent condition. No evidence of concrete deteriorationwas observed at the time of inspection.

2. Emergency Spillway. The visual inspection ofthe emergency spillway revealed that it was unobstructed andin good condition. The calculations indicate that theemergency spillway design was prepared based on a crestwidth of 40 feet. Field measurements indicate that theactual width is approximately 60 feet.

3. Outlet Works. The only portions of theoutlet works visible at the time of inspection were themanual gate control, the sluice gate, and the gate chamber.Although the sluice gate was not operated in our presence,it is reportedly opened twice yearly and no conditions wereobserved which would indicate that the gate could not func-tion properly.

4. Reservoir Area. The slopes surrounding thereservoir are gentle to moderate and wooded. No evidence ofslope distress was observed at the time of inspection.

9

5. Downstream Channel. Flow from Black MoshannonReservoir passing over the Kephart Dam spillway enters BlackMoshannon Creek. The stream gradient below the dam averagesabout 50 feet per mile and flow passes beneath Interstate 80approximately 6 miles downstream of the dam. The downstreamvalley in this reach is characterized as a narrow V-shapedvalley with densely wooded slopes. At least 3 temporarydwellings are located within the valley in this reach.Considering the proximity of the camps to the creek and theInterstate highway located downstream (see Appendix G -Regional Vicinity Map), the site was assigned a "signifi-cant" hazard rating.

3.2 Evaluation.

Observations made during the visual inspection indicatethat the overall condition of the facility is good. Minorsettlement of the embankment crest was noted. The crestshould be surveyed and low spots filled in.

10

SECTION 4OPERATIONAL PROCEDURES

4.1 Normal Operational Procedures.

An Operation and Maintenance Manual for Kephart Damdetails normal and emergency operational procedures. Themanual is available at the park office and from PennDERfiles.

4.2 Maintenance of Dam.

The dam is inspected twice yearly by the park superin-tendent. It is also inspected on a yearly basis by anengineer of the PennDER. Formal records are kept in Harrisburgdetailing required maintenance and date of completion.

4.3 Maintenance of Operating Facilities.

Maintenance of the operating facilities is detailed inthe Operation and Maintenance Manual. The sluice gate isoperated during each of the bi-annual inspections.

4.4 Warning Systems.

No formal warning system is in effect at the facility.

4.5 Evaluation.

The dam is well maintained and in good condition. Thefacility is inspected at least twice yearly and maintenancerecords are kept at the site as well as in Harrisburg,Pennsylvania. The park superintendent has radio contactwith an FAA approved weather station located at Mid-StateAirport, on the southwest side of the reservoir. A warningsystem should be implemented during periods of heavy rain-fall to notify temporary downstream residents should theneed arise.

11

1 7

SECTION 5HYDRAULIC/HYDROLOGIC EVALUATION

5.1 Design Data.

Review of calculations contained in PennDER files indi-cates that the designer sized the spillway system by routingthrough the reservoir a 6-hour storm that would yield thepeak inflow consistant with the Pennsylvania "C" Curve.This was done by developing a 1-hour unit hydrograph viaMcSparran's Method for the watershed and subsequently aninflow hydrograph for a 6-hour storm. The peak inflow forthe above design storm was 8251 cfs as compared to 10,438cfs peak inflow determined from the Pennsylvania "C" Curvecriteria. Therefore, the values of the design storm hydro-graph were increased by the ratio 10,438/8251 or 1.265 todevelop the design "C" Curve inflow hydrograph. This hydrographwas then routed through the reservoir to set the spillway Idimensions and top of dam elevation.

5.2 Experience Data.

No records of discharge are available for the facility.The park superintendent indicated that only small fluctua-tions in overflow have been observed. The emergency spill-way has not functioned since construction.

5.3 Visual Observations.

On the date of inspection, no conditions were observedthat would indicate that the facility would not operatesatisfactorily during a flood event. Minor crest settlement(on the order of 0.6 feet) was noted. A survey should beconducted and the low spots in the crest raised to thedesign elevation.

5.4 Method of Analysis.

The facility has been analyzed in accordance with theprocedures and guidelines established by the U. S. ArmyCorps of Engineers, Baltimore District, for Phase I hydro-logic and hydraulic evaluations. The analysis has beenperformed utilizing a modified version of the HEC-I programdeveloped by the U. S. Army Corps of Engineers, HydrologicEngineering Center, Davis, California. Analytical capabilitiesof the program are briefly outlined in the preface containedin Appendix C.

12

$ 5.5 Summary of Analysis.

a. Spillway Design Flood (SDF). In accordance withthe procedures and guidelines contained in the NationalGuidelines for Safety Inspection of Dams for Phase I investi-gations, the SDF for Kephart Dam ranges between the 1/2 PMF(Probable Maximum Flood) and the PMF. This classificationis based on the relative size of the dam (intermediate), andthe potential hazard of dam failure on downstream develop-ments (significant). Since a major highway (InterstateRoute 80) is located about 6.5 miles downstream from thedam, and a few non-permanent dwellings are located near thestream between the dam and the major highway, the SDF forthis facility is considered to be the PMF.

b. Results of Analysis. Kephart Dam was evaluatedunder normal operating conditions. That is, the Kephart DamReservoir was initially at its normal pool or service spillwayelevation of 1865.0 feet with the lake-drawdown slide gateclosed. Design information concerning the reservoir'sstorage-elevation relationship and the service spillway'sdischarge-elevation relationship were available and used inthe analysis. Although a major local highway (PA Route 504)crosses the reservoir at a point located about 1,300 feetupstream from the dam embankment (see Figure 2) andcould help to further delay and thereby further attenuate asudden large inflowing floodwave (since the highway embankmentcould act as an upstream dam with high tailwater), it wasignored in this evaluation. It was felt that the surfacearea of the reservoir was so large that the inflowing PMFwould probably gradually raise the reservoir water levelsuch that any beneficial effects of the highway embankmenton the PMF inflows would be minimal. All pertinent engineeringcalculations relative to the analysis of Kephart Dam areprovided in Appendix C.

Overtopping analysis (using the Modified HEC-I ComputerProgram) showed that the discharge/storage capacity ofKephart Dam could safely accommodate the PMF. That is, thepeak PMF inflow of about 17,100 cfs (Appendix C, SummaryInput/Output Sheets, Sheet B) should be discharged and/orstored by Kephart Dam without overtopping the earth embank-ment sections. The peak PMF outflow of about 12,400 cfsraised the reservoir water level to approximately elevation1873.9 feet (Summary Input/Output Sheets, Sheet C), or towithin 0.1 foot of overtopping the dam at the design crestelevation. As noted in Section 5.3, embankment crest settlementon the order of 0.6 feet was measured during the field

13

inspection indicating that the embankment would be locallyovertopped. Thus, an accurate survey is recommended withensuing remedial work as required.

5.6 Spillway Adequacy.

Since the spillways of Kephart Dam (in combination withthe potential reservoir storage) can safely pass a flood ofPMF magnitude, the spillway system is deemed adequate.

14

SECTION 6EVALUATION OF STRUCTURAL INTEGRITY

6.1 Visual Observations.

a. Embankment. Based on visual observations, theembankment appeared in good condition. No signs of slopedistress or seepage were observed. Minor settlement wasnoted on the crest of the dam. The largest measured settle-ment was approximately 0.6 feet below the design crestelevation of 1874.0. A survey is recommended and the crestshould be brought to the design elevation.

b. Appurtenant Structures. Both the service andemergency spillways were in good condition. No signs ofserious concrete deterioration were observed on the ogeespillway, sidewalls, or apron. The emergency spillway wasunobstructed and generally conformed to details shown on thecontract drawings. The hydrologic and hydraulic analysisindicates that a storm of PMF magnitude will cause theemergency spillway to flow at near capacity with the waterlevel elevation exceeding the top elevation of the riprapthat protects the right embankment. As a result it isapparent the riprap layer in this area should be extended tothe top of the dam.

The 48-inch square sluice gate was not operated duringthe inspection; however, it is understood that the gate isopened at least twice a year. No conditions were observedwhich indicated that the gate could not function properly.

6.2 Design and Construction Techniques.

a. Earth Section. No data is available concerningthe design and/or construction techniques used on the earthportion of the embankment.

b. Spillway Sections. Design data are available fromPennDER files concerning the spillways and outlet worksdesign. Structural analysis included a check of sliding,overturning, and piping potential. In addition, thesedesign data indicate that the structure was designed to passand/or store the runoff associated with a storm based on thePennsylvania "C" curve criteria with three feet of additionalfreeboard provided.

6.3 Past Performance.

The facility has reportedly functioned as designedduring its brief history.

15

6.4 Seismic Stability.

The dam is located within Seismic Zone No. 1 and it isthought that it is sufficiently stable to withstand minorearthquake induced dynamic forces. However, no calcula-tions or investigations were performed to confirm thisbelief.

16

006.W

SECTION 7ASSESSMENT AND RECOMMENDATIONS FOR REMEDIAL MEASURES

7.1 Dam Assessment.

a. Safety. The visual inspection, operationalhistory, and available engineering data suggest that thefacility is in good condition.

The project is capable of passing the flow resultingfrom a storm of PMF magnitude without overtopping the dam;therefore, the spillway is considered adequate.

The only items of concern noted during the inspectionwere some low areas of the embankment crest and an apparentlack of adequate riprap protection at the emergency spillway-embankment junction.

b. Adequacy of Information. The available informa-tion is considered adequate to make an accurate Phase Iassessment of the facility.

c. Urgency. The recommendations listed below shouldbe implemented as soon as practical.

d. Necessity for Additional Investigations. Noadditional investigations are considered necessary at thistime.

7.2 Recommendations/Remedial Measures.

It is recommended that the owner:

a. Have the embankment crest accurately surveyed andinfill any low spots to restore the embankment crest to itsdesign elevation (1874.0 msl).

b. Extend the riprap protection to the top of thedam along the emergency spillway-embankment junction toprovide slope protection in the event the emergency spillwayshould discharge at or near full capacity.

c. Develop a warning system to provide for thenotification of temporary downstream residents shouldhazardous conditions develop.

17

APPENDIX A

CHECK LIST - ENGINEERING DATA

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PA44

CHECK LIST NDI ID #_PA-447HYDROLOGIC AND HYDRAULIC PENN DER ID # 14-89

ENGINEERING DATA PAGE 5 OF 5

SIZE OF DRAINAGE AREA: 15.3 square miles.

ELEVATION TOP NORMAL POOL' 1865 STORAGE CAPACITY: 730

ELEVATION TOP FLOOD CONTROL POOL: 1870 STORAGE rAPACITY: 3210

ELEVATION MAXIMUM DESIGN POOL: 1871 STORAGE CAPACITY: 3775

ELEVATION TOP DAM: 1874.0 STORAGE CAPACTTY: 5830

SPILLWAY DATA

CREST ELEVATION: Service (1865); Emergency (1870)

TYPE: Service (concrete ogee); Emergency (earth)

WIDTH: Service (100 feet); Emergency (=60 feet)

LENGTH: Service (30 feet); Emergency

SPILLOVER LOCATION: Service (near dam center); Emergency (rightabutment)

NUMBER AND TYPE OF GATES: None

OUTLET WORKS

TYPE: 48-inch square sluice gate

LOCATION: right side of service spillway

ENTRANCE INVERTS: 1853.5

EXIT INVERTS: 1853.5

EMERGENCY DRAWDOWN FACILITIES: Manually controlled gate

HYDROMETEOROLOGICAL GAGES

TYPE: FAA approved weather station

LOCATION: Southwest side of reservoir (Mid-State Airport)

RECORDS: Available from weather bureau

MAXIMUM NON-DAMAGING DISCHARGE: Not known

APPENDIX B

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APPENDIX C

HYDRAULICS/HYDROLOGY

PREFACE

The modified HEC-l program is capable of performingtwo basic types of hydrologic analyses: 1) the evaluationof the overtopping potential of the dam; and 2) the estima-tion of the downstream hydrologic-hydraulic consequencesresulting from assumed structural failures of the dam.Briefly, the computational procedures typically used in thedam overtopping analysis are as follows:

a. Development of an inflow hydrograph(s) to thereservoir.

b. Routing of the inflow hydrograph(s) through thereservoir to determine if the event(s) analyzed would over-top the dam.

c. Routing of the outflow hydrograph(s) from thereservoir to desired downstream locations. The resultsprovide the peak discharge(s) of each routed hydrograph at thedownstream end of each reach.

The evaluation of the hydrologic-hydraulic consequencesresulting from an assumed structural failure (breach) of thedam is typically performed as shown below.

a. Development of an inflow hydrograph(s) to thereservoir.

b. Routing of the inflow hydrograph(s) through thereservoir.

c. Development of a failure hydrograph(s) based onspecified breach criteria and normal reservoir outflow.

d. Routing of the failure hydrograph(s) to desireddownstream locations. The results provide estimates ofthe peak discharge(s), time(s) to peak and maximum watersurface elevations of failure hydrographs for each location.

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LIST OF REFERENCES

1. "Reconmended Guidelines for Safety Inspection of Dams,"prepared by Department of the Army Office of the Chiefof Engineers, Washington, D. C. (Appendix D).

2. "Unit Hydrograph Concepts and Calculations," by Corpsof Engineers, Baltimore District (L-519).

3. "Seasonal Variation of Probable Maximum PrecipitationEast of the 105th Meridian for Areas from 10 to 1,000Square Miles and Duration of 6, 12, 24, and 48 Hours,"Hydrometeorological Report No. 33, prepared by J. T.Riedel, J. F. Appleby and R. W. Schloemer HydrologicService Division Hydrometeorological Section, U. S.Department of the Army, Corps of Engineers, Washington,D. C., April 1956.

4. Design of Small Dams, U. S. Department of the Interior,Bureau of Reclamation, Washington, D. C., 1973.

5. Handbook of Hydraulic, H. W. King and E. F. Brater,McGraw-Hill, Inc., New York, 1963.

6. Standard Handbook for Civil Engineers, F. S. MerrittMcGraw-Hill, Inc., New York, 1968.

7. Open-Channel Hydraulics, V. T. Chow, McGraw-Hill, Inc.,New York, 1959.

8. Weir Experiments, Coefficients, and Formulas, R. E.Horton, Water Supply and Irrigation Paper No. 200,Department of the Interior, United States GeologicalSurvey, Washington, D. C., 1907.

9. "Probable Maximum Precipitation Susquehanna RiverDrainage Above Harrisburg, Pennsylvania," Hydrometeoro-logical Report 40, prepared by H. V. Goodyear and J. T.Riedel Hydrometeorological Branch Office of Hydrology,U. S. Weather Bureau, U. S. Department of Commerce,Washington, D. C., May 1965.

10. Flood Hydrograph Package (HEC-I) Dam Safety Version,Hydrologic Engineering Center, U. S. Army Corps ofEngineers Dams, California, July 1978.

1l. "Simulation of Flow Through Broad Crest Navigation Damswith Radial Gates," R. W. Schmitt, U. S. Army Corps ofEngineers, Pittsburgh District.

A

12. "Hydraulics of Bridge Waterways," BPR, 1970, DischargaeCoefficient Based on Criteria for Embankanent ShapedWeirs, Figure 24, page 46.

13. Applied Hydraulics in Engineering, Morris, Henry M.and Wiggert, James M., Virginia Polytechnic Instituteand State University, 2nd Edition, The Ronald PressCompany, New York, 1972.

14. Standard Mathematical Tables, 21st Edition, The ChemicalRubber Company, 1973, page 15.

15. Engineering Field Manual, U. S. Department of Agriculture,Soil Conservation Service, 2nd Edition, Washington, D. C.1969.

* APPENDIX D

PHOTOGRAPHS

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APPENDIX E

GEOLOGY

Geology

Kephart Dam is located approximately 4 miles west of

the Allegheny Topographic Front within the Allegheny Mountain

Section of the Appalachian Plateaus Physiographic Province.

The Allegheny Mountain Section in this part of Pennsylvania

is characterized by gently folded sedimentary rock strata

of Pennsylvanian and Mississippian age. Major structural

axes strike from southwest to northeast with flanking

strata generally dipping from northwest to southeast.

The structural geology of the area has not been well

studied; however, sufficient data is available to present

the major features which characterize the area. South of

the dam site are two high angle strike-slip faults (wrench

faults) striking between N60OW and N700 W. The Shawville-

Inburne fault which is the larger of the two cuts across the

reservoir approximately 1,500 feet upstream of the dam.

This fault can be traced eastward approximately four miles

to near the edge of the Allegheny Topographic Front. West-

ward, the fault can be projected over the Hannah Furnace

anticline northeast of Philipsburg where the fault trace

continues to the northwest. The Shawville-Winburne fault

is one of the longest traceable wrench faults in the area.

The total length of this fault in the Appalachian Plateau

is on the order of 22 miles.

Several miles southeast of the dam lies the Black

Moshannon syncline. This structure seems to be of very

E-1

low amplitude and trends in a southwest-northeast direction.

The structure may terminate at the Shawville-Winburne fault

southeast of the dam (see Geology Map).

The bedrock geology in the immediate vicinity of the

dam and reservoir consists of the Pottsville Group of lower

Pennsylvanian age in the higher elevations and the Mauch

Chunk and Pocono Formations of upper Mississippian age at lower

elevations. The dam and reservoir are located entirely on

the Pocono Formation. The Pottsville Group in this area is

composed almost entirely of sandstone with some minor coal

and clay. The Mauch Chunk is largely composed of red,

green, gray, and yellow shales with some claystone and

sandstone. The upper portion of the Pocono Formation consists

of massive sandstone.

A series of core borings was provided along the dam

centerline. They disclosed silty clays and silty sands

overlying a sandstone (Pocono Formation). The depth to

bedrock is approximately 17 to 20 feet below original

ground.2

1Glass, Gary B, "Geology and Mineral Resources of thePhilipsburg 7.5 Minute Quadrangle, Centre and ClearfieldCounties, Pennsylvania," Harrisburg: Bureau of Topographicand Geologic Survey, Atlas 95a, 1972.2Ellam, Joseph J., "Report Upon the Application of the

Bureau of State Parks, Department of Environmental Resources,"Harrisburg: DER I.D. No. 14-89-A, 1974.

E-2 S---

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red, oreen, -gray & yello GOOG Ashales & p X~*claystones BAKMSANN A

C> Sandstone- - Memiber)QII iI101 I )1

. -iZK

APPENDIX F

FIGURES

LIST OF FIGURES

Figure Description/Title

1 General Plan - Field Inspection Notes

2 Vicinity Plan

3 General Plan

4 Embankment Sections

5 Test Boring Results

6 Ogee Spillway Plan and Sections

7 Wall and Control Tower Details

8 Modification of Utilities

F-1

EARTHENEMBANKMENT

-BLENEALK PLANOSERVIIELD INSPECTION-NOTES

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she/be h~cedadS~,,f~db~ Ca/,o/a'OFFICE OF RESOURCES MANAGEMENT

- /610PROJECT NO. R 14: 3.1#-~ isss~KEPHART DAM

BLACK MOSHANNON STATE PARKCONSTRUCTION

BLACK MOSHANNON CREEK - CENTRE COUNTY

BEGE ASOITE.IC

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TRENCH EXCAVATION ~

GENERAL STRUCTURAL NOTES

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A,cA r,

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/0.

-. ,, Iz, -c. P- 10, COYMONWEALIH OF PENNSYLVANIA

~ 03 : EPAR7MENT OF ENV RONI[NIAL kE SOU RCES.,cc o ?8.OFFICE OF RESOURCES MANAGEMENT

PROJECT NO. R 14 3.1

f/ IeS4. 00 KEPHART DAMBLACK MOSHANNON STATE PARK

CONSTRUCTION.,f" BLACK MOSHANNON CREEK- CENTRE COUNTY

BERGER ASSOCIATES. INC.

_____ S~ u/dAe _9 -1W_

R ZRCS10,7ewe 4wed OGEE SPILLWAY PLANV ~'- J aaS4////#aND S;ECTION..,

DETAIL D e_ 973FGR6'cole tr-"£o/,e' 9aihe,,o9?-jFGR 6

1977 O

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-'co/e '

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4 L. dF(/Qmi)(TpJ

24~~~~. ..~ ......'~c(Tp

SECTION G GL

A '~' DEPARVTMENT OF ENVIRONMENTAL RESOURCE

1/ 1 OFFICE OF RESOURCESMANAGEMENT

I'z2Za-7t Ty.)-- To Of - r O//" KEPHART DAM

-- -- BLACK MOSHANNON STATE PARK

CONSTRUCTI ON

4-177BLACK MOSHANNON CREEK- CENTRE COUNTY-177 BERGER ASSOCIATES. INC.

F ?t~,4~ed~l ow 050943 "0'.

." ~- jWALL_ AND CONTROLTOWER DETAILS

SECTION H H V-~- 'lvFIGURE 7

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- .2'.COMMO0NWEALTH OF PENNSYLVANIA

_ faM.4_ o DEPARTMENT OF ENVIRONMENTAL RESCJRCES

r- - OFFICE OF RESOURCE$ MANAGEMENT

-_____ _________I~COt '~"*PROJECT NO. R 14: 3.1

KEPHART DAM

SEyCT/OAl ELEV,#f/ON EX5F/A' Wf IVE BLACK MOSHANNON STATE PARK~T~qlYO /~3 /O af14?s~ :ONSTRUCTION

BLACK MOSHANNON CREEK- CENTRE COUNTY

Nwt Z$../ e~oeehvre BERGER ASSOCIATES,. INC.

%&W/f/ Pou'X ~q~, POo o 1943 C~s1,9 ner

shall be clier/ed andlv ' o /a/r____

.ihh' ec19Z3 FI GURE8

APPENDIX G

REGIONAL VICINITY MAPAND

WATERSHED BOUNDARY MAP

* - -J HI

U I U S [HKEPHART DAM

Blac Nobrto --ItI " I '~Mo ha,,nn -'

BLC MOHNNN PAf

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PORT MATILDA. PA. - - j- - -1LUS5II

P~OTO9VISED 972 ~CC ITOUR INT(ALI 20 FEET-- -

7

7'-EA KNOB P A.-LONES WATRCORS 1405 5-72 /

CETRI OF DRAI ARAs AAwspllvl

Documents

BAI CONSULTANTS INC MONROEVILLE PA F/! NTONAL DAM ... · a079 019 bai consultants inc monroeville pa f/! 13/13 ntonal dam inspection program. kephart dam (nos id number pa---tc(u)