SUSQUEHANNA RIVER BASIN

MILLER'S RUN, BRADFORD COUNTYPENNSYLVANIA

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NDI No. PA 01004 0 ' -Dam PennOER No. 8-27Dam Owner: Ernest Weaver

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

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prepared for

DEPARTMENT OF THE ARMYBaltimore District, Corps of Engineers

_j Baltimore, Maryland 21203

prepar d by ,, 4 " K>MICHAEL BAKER, JR., INC.

Censulting Engineers4301 Dutch Ridge Road

Beaver, Pennsylvania 15009

81. 12 28 1

_____%L 81...2.28..178

PREFACE

This report is prepared under guidance contained in the"Recommended Guidelines for Safety Inspection of Dams," forPhase I Investigations. Copies of these guidelines may beobtained from the Office of Chief of Engineers, Washington,D.C. 20314. The purpose of a Phase I Investigation is toidentify expeditiously those dams which may pose hazards tohuman life or property. The assessment of the generalcondition of the dam is based upon available data and visual'Lspections. 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 of Ifield conditions at the time of inspection along with dataavailable to the inspection team. In cases where the reser-voir was lowered or drained prior to inspection, such action,while improving the stability and safety of the dam, removesthe normal load on the structure and may obscure certainconditions which might otherwise be detectable if inspectedunder the normal operating environment of the structure.

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

Phase I Inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with theestablished guidelines, the spillway design flood is based

on 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 determiningthe need for more detailed hydrologic and hydraulic studies,considering the size of the dam, its general condition andthe downstream damage potential.

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PHASE I REPORTNATIONAL DAM INSPECTION PROGRAM

Miller's Pond Dam, Bradford County, PennsylvaniaNDI No. PA 01004, PennDER No. 8-27

Miller RunInspected 31 March 1981

ASSESSMENT OFGENERAL CONDITIONS

Miller's Pond Dam is owned by Ernest Weaver and is classi-fied as a "Low" hazard - "Small" size dam. The dam wasfound to be in poor overall condition at the time of inspec-tion.

Hydraulic/hydrologic evaluations formed in accordancewith procedures established by the Ba imore District, Corpsof Engineers, for Phase I Inspection Rep revealed thatthe spillway will pass the 100-year flood without overtoppingthe dam. A spillway design flood (SDF) in the range of the50-year flood to the 100-year flood is required for Miller's 4Pond Dam. The 100-year flood was chosen as the SDF. There-fore, the spillway is considered "Adequate."

There are two seeps, approximately 5 g.p.m. and 1 g.p.m.,and a minor boil near the downstream toe of the dam. Thereare depressions along the upstream crest which may indicate"piping" of the embankment materials. These areas should bemonitored.

C 5Several items of remedial work should be immediately initiatedby the owner. These include:-,

-' 1)C_ Monitor the two areas of seepage at regular inter-vals and during pariods of high reservoir levelsfor turbidity and/or increase in flow, which mayindicate the potential for piping of embankmentmaterial. If turbidity or increased flows arenoted, a qualified geotechnical engineering firmshould be retained to recommend remedial measures.

" >2)- Fill, compact, and seed the depressions on thecrest of the dam.-

(N 3) Cut all trees and brush on the embankment atground level. All trees with a trunk diametergreater than inches should have their rootsystems removed All resultant areas of erosionand cavities shood be filled, graded, compacted,and seeded.

ii

MILLER'S POND DAM

'~ (4), Clear the spillway approach channel of all debris- and protect with riprap.

'-: _,)( Repair the discharge apron and training walls.

-6 Fill and seed the areas of erosion behind thewingwalls..)

(7) Protect the channel immediately downstream fromthe embankment with erosion protection.,

ZB) Provide means to draw down the reservoir during anemergency. -

In addition, the following operational measures are recommendedto be undertaken by the owner:

1) Develop a detailed emergency operation and warningplan. '

2) During periods of unusually heavy rainfall, providearound-the-clock surveillance of the dam.

3) Activate the emergency operation and warningsystem when warning of a storm of major proportionsis given by the National Weather Service.

It is further recommended that formal inspection, maintenance,and operational procedures and records be developed andimplemented. These should be included in a formal maintenanceand operations manual for the dam.

Submitted by:

MICHAEL BAKER, JR., INC.

JOIIN A. DI 0K Joh4 A. Dziubk, P.E.\NGN /2 / Engineering Manager-Geotechnical

'VS y'A. Date: 26 June 1981

Approved by:

DEPARTMENT OF THE ARMYBALTIMORE DI ICT, CORPS OF ENGINEERS

'olonel, Corps of Engineers

Commander and District Engineer

Date: .,1 I (I:If[

MILLER'S POND DAM

Overall View of Upstream Side of Embankment and Spiway I

Overall View of Downstream Side of Embankment andSpillway

TABLE OF CONTENTS

Page

Section . - Project Information 1Section 2 - Engineering Data 4Section 3 - Visual Inspection 6Section 4 - Operational Procedures 7Section 5 - Hydraulic/Hydrologic 8Section 6 - Structural Stability 9Section 7 - Assessment, Recommendations/Remedial

Measures 10

APPENDICES

Appendix A - Visual Inspection Check List, Field Sketch,Top of Dam Profile, and Typical Cross-Section

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

vIII

Re VE 4

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

MILLER'S POND DAMNDI No. PA 01004, PennDER No. 8-27

SECTION I - PROJECT INFORMATION

1.1 GENERAL

a. Authority - The Dam Inspection Act, Public Law j92-367, authorized the Secretary of the Army,through the Corps of Engineers, to initiate aprogram of inspection of dams throughout theUnited States.

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

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances - Miller'sPond Dam is an earthfill embankment 230 feet longand 21.7 feet high. The embankment has a crestwidth varying from 40 feet to 51 feet, and sideslopes of I.8H:IV (Horizontal to Vertical) upstreamand 1.4H:IV downstream. A township road runsalong the crest of the dam.

The spillway, located near the center of the dam,is a concrete box culvert with an opening 20 feetwide and 6.3 feet high.

The dam has no outlet works for dewatering thereservoir.

b. Location - Miller's Pond Dam is on Miller Run inRidgebury Township, Bradford County, Pennsylvania.The dam is approximately 2.08 miles south ofBentley Creek in Ridgebury Township. The coordinatesof the dam are N 410 54.9' and W 760 43.0'. Thedam can be found on the USGS 7.5 minute topographicquadrangle, Bentley Creek, Pennsylvania.

c. Size Classification - The height of the dam is21.7 feet. Storage at the top of the dam [Elevation1425.5 feet Mean Sea Level (ft. M.S.L.)] is 684acre-feet. The dam is therefore in the "Small"size category.

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d. Hazard Classification - If the dam should fail,economic damage is likely to result to the townshiproad on the crest of the dam. Loss of life isconsidered unlikely; therefore, the dam is consideredto be in the "Low" hazard category.

e. Ownership - The dam is owned by Ernest Weaver,RD #3, Columbia Crossroads, Pennsylvania 16914.

f. Purpose of Dam - The impoundment created by thedam is used for recreation and fishing.

g. Design and Construction History - The originaldesigner and contractor for Miller's Pond Dam areunknown. Additional historical dar-a is includedin Section 2.

h. Normal Operational Procedures - The reservoir istypically maintained at the spillway crest, Eleva-tion 1416.0 ft. M.S.L.

1.3 PERTINENT DATA

a. Drainage Area (square miles) - 2 66

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

Maximum Flood - UnknownSpillway Capacity (El. 1422.3 ft.M.S.L.1 ) - 3655.0

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

Design Top of Dam - UnknownMinimum Top of Dam - 1425.5Maximum Design Pool - UnknownSpillway Crest - 1416.0Streambed at Toe of Dam - 1403.8Maximum Tailwater of Record Unknown

d. Reservoir (feet) - j

Length of Maximum Pool(El. i425.5 ft. M.S.L.) - 4100.0

Length of Normal Pool(El. 1416.0 ft. M.S.L.) - 3050.0

*All elevations are referenced to the spillway crest, Elevation1416.0 feet M.S.L., as estimated from the USGS 7.5 minute topo-graphic quadrangle, Bentley Creek, Pennsylvania.'Top of culvert opening.

2 -(-

* e. Storage (acre-feet) -

Top of Dam (El. 1425.5 ft. M.S.L.) - 684.0Normal Pool (El. 1416.0 ft. M.S.L.) - 230.0

f. Reservoir Surface (acres) -

Top of Dam (El. 1425.5 ft. M.S.L.) - 51.0Normal Pool (El. 1416.0 ft. M.S.L.) - 35.8

g. Dam-

Type - EarthfillTotal Length Including Spillway (feet) 230.0Height (feet) - Design - Unknown

Field - 21.7Top Width (feet) - 40.0-51.0Side Slopes - Upstream - :.SH:IV

Downstream - 1.4H:IVZoning - UnknownImpervious Core - UnknownCutoff - UnknownDrains - None

h. Diversion and Regulating Tunnel - None

i. Spillway -

Type - Concrete box culvertLocation - Center of the damLength of Crest Perpendicular toFlow (feet) - 20.0

Crest Elevation (ft. M.S.L) - 1416.0Gates - NoneDownstream Channel - Steep and narrow

j. Outlet Works - None

3

SECTION 2 - ENGINEERING DATA

2.1 DESIGN

Information reviewed for preparation of this reportconsisted of the Pennsylvania Department of Environ-mental Resources' (PennDER) File No. 8-27.

1) Inspection report from the Water SupplyCommission of Pennsylvania, indicating astone fill dam 30 feet long and 3 feet high(dated 9 September 193.9).

2) Plans of bridge and dam by Charles F. May(dated 3 February 1935).

3) Application to the Water and Power ResourcesBoard, from Catarles F. May, to raise thelevel of the pond for recreational fishing(dated 8 February 1935).

4) Memorandum stating that the dam is 15 feethigh, and Mr. May, the owner, should securethe services of an engineer to prepare planson raising the water level 5-8 feet (dated16 October 1935).

5) Complaint to the Department of Forests andWaters, from Levi R. Colwell, Sr., Wellsburg,New York, that the pond has been drained andwashed out the bridge for the township roadalong the crest of the dam (dated 18 February1937).

6) Various correspondence between the HighwayDepartment, Department of Forests and Waters,and the Ridgebury Township Supervisorr concern-ing rebuilding the bridge over the spillwayfor the township road. No final agreementwas ever stated. (Dated 17 March 1952 through30 September 1952).

7) The latest inspection report, dated 17 September1965, filed by PennDER, Division of Dams andEncroachments. Brush growing on the embankmentwith the general condition being good.

8) Memorandum by a PennDER representative, dated14 September 1972, stating the dam had beenrebuilt ten years previously, and that it wasin good condition. Photos included showed

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the spillway discharge channel intact with

minor erosion at the downstream end.

2.2 CONSTRUCTION

The original designer and contractor are unknown. Thedates and plans for subsequent modifications to thisstructure are not available, with the exception of theplans dated 3 February 1935.

2.3 OPERATION

No formal records are available for operation of thedam and reservoir. The spillway is uncontrolled, andthe reservoir is typically at the spillway crest level.

2.4 SVALUATION

a. Availability - The information reviewed is readilyavailable from PennDER File No. 8-27.

b. Adeqcuacy - The information available, combinedwith the visual inspection measurements and observa-tions, is adequate for a Phase I Inspection ofthis dam.

c. Validity - There is no reason at the present timeto doubt the validity of the available engineeringdata.

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SECTION 3 - VISUAL INSPECTION

S 3.1 FINDINGS

a. General - The inspection was performed on 31 March1981. The weather was cloudy with temperatures inthe low 50's. The dam and appurtenant structureswere found to be in poor overall condition at thetime of inspection. Noteworthy deficienciesobserved during the visual inspection are describedin the following paragraphs. The complete visualinspection check list, field sketch, top of damprofile, and typical cross section are presentedin Appendix A.

b. Dam - Two seeps were observed at the downstreamtoe of the dam, and one boil was observed approxi-mately 20 feet beyond the toe of the dam (seeField Sketch in Appendix A). A depression 3 feetin diameter and 2 feet deep and a 6-inch diameterdepression were observed on the upstream crest.Trees and brush are growing on the upstream anddownstream slopes of the embankment.

C. Appurtenant Structures - The approach channel isclogged with rock fragments, and light vegetation.

The discharge apron has collapsed, and the remaining 4training wall has been undermined by erosion. Thejoints in the side of the culvert are open. Thereis erosion behind the wingwalls on the upstreamand downstream ends of the box culvert.

d. Reservoir Area - The reservoir slopes are steep onthe right side and gently sloping on the leftside. No signs of instability were observed.Sedimentation is not believed to be a problem.

e. Downstream Channel - The channel directly belowthe dam is severely eroded. The downstream channelis steep and passes through a narrow valley. Aroad passes along the crest of the dam.

6

SECTION 4 - OPERATIONAL PROCEDURZS

4.1 PROCEDURES

There are no formal procedures for operating the reser-voir or evacuating the downstream area in case of animpending emeigency. It is recommended that formalemergency procedures be adopted, prominently displayed,and furnished to all operating personnel.

4.2 MAINTENANCE OF DAM

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

4.3 MAINTENANCE OF OPERATING FACILITIES

Maintenance is unscheduled and is considered to beinadequate. It is recommended that a formal operationand preventive maintenance schedule be developed andimplemented.

4.4 DESCRIPTION OF ANY WARNING SYSTEM

There is no warning system in the event of dam failure.It is recommended that an emergency warning system bedeveloped.

4.5 EVALUATION OF OPERATIONAL ADEQUACY

The current operation and maintenance are inadequate.it is recommended that a formal maintenance and operationsmanual be prepared for the dam.

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SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data - No hydrologic or hydraulic designcalculations are available for Miller's Pond Dam.

b. Experience Data - No information concerning theeffects of significant floods on the dam is avail-able.

c. Visual Observations - No problems, with tne exception

of the discharge apron, were observed duL.ing thevisual inspection which would indicate that thedam and appurtenant facilities could not performsatisfactorily during a flood e,,ent. The twoupstream dams are not considered to have a sig-nificant effect on Miller's Pond Dam.

d. Overtoeping Potential - Miller's Pond Dam is a"Small" size - "Low" hazard dam requiring evaluationfor a Spillway Design Flood (SDF) in the range ofthe 50-year flood to the 100-year flood. The100-year flood was chosen as the SDF.

Using material from "The Hydrologic Study - TropicalStorm Agnes" prepared by the Corps of Engineers inNew York City, the peak inflow to the impoundmentfor the 100-year flood was calculated to be 2750c.f.s. The peak inflow to the impoundment for the100-year flood was also calculated to be 1167c.f.s. using material from "Water Resources Bulletin,Bulletin No. 13, Floods in Pennsylvania", preparedby the Department of Environmental Resources,Commonwealth of Pennsylvania. Averaging these twomethods produced a peak inflow of 1910 c.f.s.,which was used in this analysis. The spillway cansafely pass 3655 c.f.s. without overtopping thedam. Because the peak inflow to the impoundmentis less than the spillway capacity, the spillwayof the dam is capable of passing the 100-yearflood without overtopping the dam.

e. Spillway Adequacy - As outlined in the aboveanalysis, the spillway will pass the required SDF;therefore, the spillway is considered "adequate."

$r 8

SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations - The spillway discharge apronand training walls have been undermined and destroyed.This structure should be replaced. The seepageand depressions on the upstream slope indicatethat "piping" of the embankment materials may beoccurring. However, the depressions on the upstreamslope may be from "piping" or from the settlementof voids from random dumping of the upstream slopefill from the crest of the dam. It is recommendedthat the seepage be monitored.

b. Design and Construction Data - Calculations ofslope and structural stability are unavailable forreview. The slopes have had a history of satisfac-tory performance with only minor sloughing of

K surficial materials The dam cross section indicatesa downstream slope of 1.43H:lV at the steepestpoint of the downstream slope. Other sections ofthe embankment visually appear to be flatter.Generally, the history of satisfactory slopeperformance indicates that the slopes have afactor of safety against sliding greater than one,and that further assessments of stability are notrequired as a result of the Phase I Inspectionprogram.

c. Operating Records - There are no operationalfunctions of any components of this dam. Thecurrent maintenance procedures are consideredinadequate.

d. Post Construction Changes - Raising of the heightand section of the dam has apparently been performedwithout the benefit of a PennDER permit or engineer-ing input. Other changes performed do not appearto adversely affect the structural stability ofthe dam.

e. Seismic Stability - The dam is located in seismicZone 1 of the "Seismic Zone Map of the ContiguousUnited States," Figure 1, Page D-30, "RecommendedGuidelines for Safety Inspection of Dams." Thisis a zone of minor seismic activity. Therefore,further consideration of the seismic stability isunwarranted.

9

SECTION 7 - ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES

7.1 DAM ASSESSMENT

a. Safety - Miller's Pond Dam was found to be in pooroverall condition at the time of inspection.Miller's Pond Dam is a "Low" hazard - "Small" size

dam requiring a spillway capacity in the range ofthe 50-year flood to the the 100-year flood. The100-year flood was chosen as the SDF. As presentedin Section 5, the spillway and reservoir arecapable of passing the 100-year flood withoutovertopping the dam. Therefore, the spillway isconsidered "adequate."

Two seeps, approximately 5 g.p.m. and 1 g.p.m.,and a boil are located near tie downstream toe ofthe dam. These seepage areas should be monitored.

b. Adeq~ucy of Information - The information availableand the observations and measurements made duringthe field inspection are considered sufficient forthe Phase I Inspection Report.

c. Urgency - The owner should initiate the remedialwork discussed in paragraph 7.4 as soon as possible.

d. Necessity for Additional Data/Evaluation - No

additional evaluation is necessary.

7.2 RECOMMENDATIONS/REMEDIAL MEASURES

The inspection revealed certain items of remedial workwhich should be performed by the owner without delay.These include: A1) Monitor the two areas of seepage at regular inter- 2

vals and during periods of high reservoir levelsfor turbidity and/or increase in flow, which mayindicate potential for the piping of embankmentmaterial. If turbidity or increased flows arenoted, a qualified geotechnical engine-ring firmshould be retained to recommend remedial measures.

2) Fill, compact, and seed the depressions on thecrest of the dam.

3) Cut all trees and brush on the embankment atground level. All trees with a trunk diametergreater than 3 inches should have their root

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systems removed. All resultant areas of erosionand cavities should be filled, graded, compacted,and seeded.

4) Clear the spillway approach channel of all debrisand provide with erosion protection.

5) Repair the discharge apron and training walls.

6) Fill and seed the areas of erosion behind thewingwalls.

7) Protect the channel immediately downstream fromthe embankment with erosion protection.

8) Provide means to draw down the reservoir during anemergency.

In addition, the following operational measures arerecommended to be undertaken by the owner:

1) Develop a detailed emergency operation and warningplan.

2) During periods of unusually heavy rainfall, providearound-the-clock surveillance of the dam.

3) Activate the emergency operation and warningsystem when warning of a storm of major proportionsis given by the National Weather Service.

It is further recommended that formal inspection,maintenance, and operational procedures and records bedeveloped and implemented. These should be included ina formal maintenance and operations manual for the dam.

II

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APPENDIX A

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

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THE BAKER ENGINEERSTOP OF DAM PROFILE

1o\ 280 TYPICAL CROSS-SECTIONBo'r, Pa. liOOQ

DATE OF INSPECTION: 31 March 1981

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ENGINEERING DATA CHECK LIST

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CHECK LISTHYDROLOGIC AND HYDRAULIC DATA

iENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: 2.66 sq. mi. (Primarily forested)

ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 1416.0 Ft. M.S.L.

(230 Ac.-Ft.)

ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): 1425.5 Ft. M.S.L.

(684 Ac.-Ft.)

ELEVATION MAXIMUM DESIGN POOL: Unknown

ELEVATION TOP DAM: 147%-r, F_ M..L. (Minimum top of dam)

SPILLWAY:

a. Crest Elevation 1416.0 Ft. M.S.L.b. Type Concretb Box cuivertc. Width of Crest Parallel to Flow 39.8 . .

d. Length of Crest Perpendicular to Flow 20t.

6. Location Spillover Center of embankmentf. Number and Type of Gates None

OUTLET WORKS: Nnn.

a. Type _________________________b. Locationc. Entrance Inverts __. ..._ __d. Exit Inverts .... ...e. Emergency Drawdown Facilities _________

HYDROMETEOROLOGICAL GAGES: None

a. Typeb. LocationC. Records ,_"_........ ..

MAXIMUM NON-DAMAGING DISCHARGE Unknown

.. . . .. . .. . ....a.". ' i " m : ': ' ': : = i '': :: : ... ..

I

. APPENDIX C

PHOTOGRAPH LOCATION PLAN AND PHOTOGRAPHS

4iiI

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DETAILED PHOTOGRAPH DESCRIPTIONS

Overall View of Dam

Top Photo - Overall View of Upstream Side of Embank-(OV-T) ment and Spillway

Bottom Photo - Overall View of Downstream Side of(OV-B) Embankment and Spillway

Photograph Location Plan

Photo 1 - View of Upstream Slope From Left Abutment

Photo 2 - View of Downstream Slope From Left Abutment

Photo 3 - View of Spillway Entrance From Upstream

Photo 4 - View of Low Flow Channel Into Spillway

Photo 5 - View of Downstream Discharge Apron of Spillway

Photo 6 - View of Downstream Channel

Photo 7 - View of Spillway (Culvert) - Note ApproximatelyTwo Inch Vertical Separation at Joint

Photo 8 - View of One of the Depressions (Vertical Holes)Along Upstream Crest of the Embankment

Note: Photographs were taken on 31 March 1981.

.1

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Z~IC~I

rDIZ 08tA<I

X~w 0

C4 -JQI

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MILLEF S POND DAM

PHOTO 1. View of Upstream Slope from Left Abutment

PHT1.Ve fDwsramSoefo etAumn

MILLEF(S POND DAM

PHOTO 3. View of Spillway Entrance from Upstream ~

PHOTO 4. View of Low Flow Channiel Into Spillway

.~~..-,-~~r.-..~'--~- - .. ...

MILLER'S POND DAM

PHOTO 5. View of Downstream Discharge Apron of Splja

PHOTOS6. View of Downstream Channel

MILLERS POND DAM

PHOTO 7. View of Spillway (Culvert)Note: Approximately Two inch Vertical Separation at Joint

rI

PHOTO S. View of One of the Depressions (Vertical Holes)Along Upstream Crest at the Embankment

" n ,.u---

APPENDIX D

HYDROLOGIC AND HYDRAULIC COMPUTATIONS

St

MICHAEL BAKER, JR., INC. Subjeet z1, Lfw' -S P~S~0. No.______

THE BAKER ENGINEERS A.p~o.4.pjf P -1oe' c, p EOo4,G. P Shoot No.- of-

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Bea er, Pa. 15009 Computed by ~ 'Chec ked by Date

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Tp vo, v Poolv wm fes S. xc

PREFACE

HYDROLOGIC AND HYDRAULIC COMPUTATIONS

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

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

I- i

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HYDROLOGY AND HYDRAULIC AALYISIDATA BASE

N.AME OF DAht MILLER'S POND DAM

PROBABLE MAXIMM PR&CIPITTION (1H) - _0 IN€jU/24 HOURS

STATION 1 2 3 4

Station Description MILLER'S PONDDAM

Druinage Area (square miles) 2.66

Cumulativye Zretoae Area 2.66

(square miles)

Adjustment of PH, forDrainage Area (2) I

6 Ilorire

2 24 Ills ir48 Hours

Snydcr Hyd rograpiiPa rameters

Zone ()1

cP/t ( 2 0.62/1.5

L (mlea) (3) 3.50

Lc (miles)(3) 1.48

t- Ct (L-Lca )0 "3 (hours) 2.46

Spillway DataCrest Length (ft) 20Freaboard (ft) 9.5Discharge Coefficient RATING CURVEE ponent DEVELOPED ON

SHEET 5

(1 )Hydrulogicil zone defined by Corps of Engineers, Baltimore District, for determining Snyder's C;ff;cuut(C and Ct).

(2) Snyder's Coefficients.

(3)L Length of longest water course from outlet to basin divide.- Length of water course from outlet to point opposite the centroid of drainage are&.

L1

MICHA&EL BAK~ER, JR., INC. Subject- PA. Dnrn Iflsp 5.0. N,. i1- -MARA-2.ITHE~ BAE NIER flor ni o shoot No....2-.. of ...l

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DRAINAGE AREA

GILLETT QUAD. 54. 85 55.se 18r. in 178.0 A:-es *2.66mripBENTLEY CREEK QUAI"D. 0.-6-X3

SURFACE AREAS

LAKE SURFACE @ EI.± 1400 - .Ir,,§r 0. 39 iZ 35.8 Acres QQO m

El. 1420 - 1.60,3 -.3 53 ina 48.7Acrm 0.'8 m i

WATERSHED LENGTHS

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MI1LLER POND DAM

DRANAF AREA AND CENTROID MAP

MICHAEL R3AKER, JR., INC. Subject feS~~s &. P' S.0. N. _____

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THE BAK~ER ENGINEERS / 0 r' 1 e...~..

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THE BAKER EN\GINEERS //-;,o -9LGL-'A7J'6 Shet. 7of

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IIII

APPENDIX E 4PLATES

II

is Ii

{ -.

INK

CONTENTS

Plate I - Location Map

Plate 2 - Watershed Map

Plate 3 - Field Sketch from Visual Inspection

Plate 4 - Top of Dam Profile and Typical Cross-Section fromVisual Inspection

PlateS5- Bridge and Dam~

C Si

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MILLERS POND DA j

01I,

SCL01240

lo 0 100 m m im ymg

I S.0 1 ftAmmY

V ~~REERENCEP,_______________I.U.S.G.S.7.5 GILLETT,PA. PLATE I LOCATION PLAN

QUADRANGj.E. PHOTOREVISED 19692. U.S.G.L 7.5 BENTLEY CREEK PA. MILLERS POND DAM

QUADRANGLE. PHOTOREVISE6 1969

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MILER 4ODDADPA. ')

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APRXMTIY0 7 FnH RA, MLLR ON A

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A, -v

REFERENCES, PLATE 2 WATERSHED MAPK 1. U.S.G.S. 7.5' GILLETT PA

QUADRANGLE. PHOTAhEVSED 1969 MILLERS POND DAM2.U.S.G.S. 7.5' BENTLEY CREEK PA.

j QUADRANGLE. PHOTORE VISEB 969i

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APPENDIX F

F REGIONAL GEOLOGY

Miller's Pond DamNDI No. PA 01004, Bradford County

REGIONAL GEOLOGY

Miller's Pond Dam is located in the glaciated part of theAppalachian Plateau and Physiographic Province. The pondfills a broad stream valley with an average topographicrelief of 300 feet. Miller's Pond impounds water from theupper reaches of Miller Run. The water discharging from thepond flows northeast to Bently Creek. Bently Creek, inturn, flows north into New York State.

The area has been glac-ated at least three times and iscovered by glacial ground morain of the Nebraskan, Kansan,and Wisconsin glaciations. No test boring information wasavailable for review. Soil Conservation Service maps indicatesoils in the vicinity of the dam to be yellowish brown,stoney-to-very-stoney silt loams of varying thickness.

Geologic data taken from the Pennsylvania geologic mapindicate the bedrock underlying the dam is composed ofundifferentiated rocks of the Susquehanna Group. In otherparts of Pennsylvania, the Susquehanna Group has been sub-divided into the Marine beds, the Catskill Formation, andthe Oswayo Formation. In the area of Miller's Pond Dam, itis most likely that the lithologic units exposed at thesurface are the Marine beds. These beds are composed ofgray-to-olive brown shales, graywackes, and sandstones thatcontain "Chemung" beds and "Portage" beds including Burket,Brallier, Hartzell, and Trimmers Rock with the Tully Limestoneat the base.

!1

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N CIRO N740 NMI !,.and, 4 40

IF OFAL It

ILLER'S POND DAM WX

land

Pon GhentIt Smithlield RD" Pfinllls

D, Y It min

arkingliald it

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fall - 0 wand0 0

that'

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04

GEOLOGIC MAPmwees Pww Dam

NDI NO. pA oIN4, Bradford CountY

Reproduced from Geologic Map of Pennsylvania,

46. Pennsylvania Geological Survey, 4th Series

4 Scale: Ons Inch Equals Approxirnately Four Miles

Kellybulit, j .. % " IN DI, See Legend, Next Page

GEOLOGY MAP LEGEND

DEVONIAN

UPPER

WESTERN PENNSYLVANIA CENTRAL AND EASTERN PENNSYLVANIA

Ci attt o.. Form t.y~a ~tin .itIaita,. b i'ti IIIIU lthllttltt-litiataa ar--a., I, t~b O tt la. hwilla,. t a a-,nofs,- l

II'tliN'irt( etainiat .... ltlalti atiai taa.,a~ta~ 11 ~.Ut ,iI tt

tlal (rtt' oIia~ Cooantlarit; ,trtttiboal aI tt,wItt,t.It a attttI q i! ... b .....

Cattaraugus Formtion

L - atth A at.D ll.etptt ~t~aaa iti Calt~il FIIormnationi

lt' itar lnautuar, ,-aaaaa itl -a i . a .... ..... ..z~ a I Rik Al"Ut,4,t,be..ttt(I. c lonoaa .ttt. .h hala, dietd D)'Itaita i .Ire a a

Conneaut~ac Grou Sutattl.n Gou

.1i~~~~.ataaa baitt" o- Wabsd "I

(71'CnaMdaway Fiormtion Isa..', alt

N....... latw, "I. ththi.,attt

MIDDLE AND LOWERMaattango Formnation

Hamiilton Giroup Marce-fIus Formation

Onondaga FormationEirseittsb buca. Etaaaa beddedra ehae eana doark

61 t0 1' t. ck, a.,o &al-dd na-srd

t~ia~da* Xaitaaa~taasLa~ra aaid Nerd-Moare Shote 0. a.tsatI- taayhaaia adII.t,-iadk l I .I -ed. lK -vluta-atttIalasShole aN *a. a-a 411 ir alsi - al 1.inal a

G. at iap a,~l N4a-at. h",tats Va ata-a1atnaotiln ala taa. lasstan , .

Oritikany Formation

Wh a. Ia. aa at I ...... . t rolIt.....l I1 itta 6do, -balt, id .t tt aba

Hiderhearg Formation

til l intvlat on~r , IAv tS Atatland, '*a-at ~ ~ o di~ itNataCat ~tta ataad

A! aal a -kl~~tt~ aatA tI ....... ta..... vat, ,aic aaal ta d hlaa a