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AD-AO83 382 GANNdETT FLEMING CORDDRY AND CARPENTER INC HARRISBURG PA F/6 13/13NATIONAL DAM INSPECTION PROGRAM. PANTHER LAKE DAM. DELAWARE RIV--ETCfUl
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MICROCOPY RESOLUTION TEST CHktT
NATIONAL BURIAIJ ()I STANDARDS -i6c1-.
*1
C
*" DELAWARE RIVER BASIN
FREELING RUN, PIKE COUNTY A
PENNSYLVANIA
PA - -DAM
(jDI ID i ,kPA-0OL663ER I.D N, 52-157>)
PANTHER LAKE PROPERTY OWNERS ASSOCIATION *
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM
r-
Prepared by
GANNETT FLEMING CORDDRY AND CARPENTER, INC.Consulting Engineers
P.O. Box 1963Harrisburg, Pennsylvania 17105
For
DEPARTMENT OF THE ARMYBaltimore District, Corps of Engineers
Baltimore, Maryland 21203
FEBIZ 1980
,.-,.,
PREFACE
This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams,for Phase I Investigations. Copies of these guidelinesmay be obtained from the Office of Chief of Engineers,Washington, D.C. 203114. The purpose of a Phase I inves-tigation is to identify expeditiously those dams which
may osehazrdsto human life or property. The assess-ment of the general condition of the dam is based uponavailable data and visual inspections. Detailed inves-tigation, and analyses involving topographic mapping,subsurface investigations, testing, and detailed compu-tational evaluations are beyond the scope of a Phase Iinvestigation; however, the investigation is intended toidentify any need for such studies.
In reviewing this report, it should be realized that thereported condition of the dam is based on observationsof field conditions at the time of inspection along withdata available to the inspection team. In cases wherethe reservoir was lowered or drained prior to inspec-tion, such action, while improving the stability andsafety of the darn, removes the normal load on thestructure and may obscure certain conditions which mightotherwise be detectable if inspected under the normal9 operating environment of the structure.
It is important to note that the condition of a damdepends on numerous and constantly changing internal andexternal conditions, and is evolutionary in nature. Itwould be incorrect to assume that the present conditionof the dam will continue to represent the condition ofthe dam at some point in the future. Only throughfrequent inspections can unsafe conditions be detectedand only through continued care and maintenance canthese conditions be prevented or corrected.
Phase I inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance withthe established Guidelines, the spillway design flood isbased on the estimated "Probable Maximum Flood" for theregion (greatest reasonably possible storm runoff), orfractions thereof. The spillway design flood provides ameasure of relative spillway capacity and serves as anaid in determining the need for more detailed hydrologicand hydraulic studies, considering the size of the damn,its general condition and the downstream damagepotential.
DELAWARE RIVER BASIN
FREELING RUN, PIKE COUNTY
PENNSYLVANIA
PANTHER LAKE DAM
NDI ID No. PA-0O0416DER ID No. 52-157
PANTHER LAKE PROPERTY OWNERS ASSOCIATION
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM
FEBRUARY 1980
CONTENTS
Description Pg
SECTION 1 - Project Information . . . . . . . . . . 1
SECTION 2 - Engineering Data . . . . . . . . . . . 6SECTION 3- Visual Inspection. .. . .. . . . . . 8SECTION 4i - Operational Procedures . . . . . . . . 10
T' 4 SECTION 5 - Hydrology and Hydraulics . . . . . . . 11SECTION 6 - Structural Stability . . . . . . . . . 13SECTION 7 - Assessment, Recommendations, and
Proposed Remedial Measures . . . . . 15
APPENDICES
Appendix Title
A Checklist -Engineering Data.B Checklist -Visual Inspection.C Photographs.0D Hydrology and Hydraulics.E Plates.F Geology.
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM
BRIEF ASSESSMENT OF GENERAL CONDITION
AND
RECOMMENDED ACTION
Name of Dam: Panther Lake DamNDI ID No. PA-00416DER ID No. 52-157
Size: Small (19 feet high; 503 acre-ft)
HazardClassification: High
Owner: Panther Lake Property Owners AssociationRobert Dunbar, Jr., Chairman of Lake
and Dam CommitteeP.O. Box 473Martinsville, N.J. 08836
State Located: Pennsylvania
County Located: Pike
Stream: Freeling Run
Date of Inspection: 24 October 1979
Based on visual inspection, available records,calculations, past operational performance, and according tocriteria established for these studies, Panther Lake Dam isjudged to be in good condition. The spillway will passabout 60 percent of the Probable Maximum Flood (PMF) withoutovertopping of the dam. Based on the criteria anddownstream conditions, the Spillway Design Flood (SDF) isthe 1/2 PMF. Since the dam can pass the SDF, the spillwaycapacity is rated as adequate.
No stability problems were evident for the embankmentor the appurtenant structures at the time of the visualinspection.,
The ability of the outlet works to function is*unknown because it has not been operated recently.
iii
uI
Maintenance of the damn and appurtenant structures isinadequate.
The following remedial measures are recommended to beundertaken by the Owner,' in approximate order of priority,without delay:
(1) Ensure the operational adequacy of the outletworks and operate the gate at regular intervals.
(2) Remove trees and brush from the embankmentand the spillway outlet channel.
In addition, the Owner should institute thefollowing operational and maintenance procedures:
(1) Develop a detailed emergency operation andwarning system for Panther Lake Dam.
(2) During periods of unusually heavy rains,provide round-the-clock surveillance of Panther Lake Dam.
(3) When warnings of a storm of major proportionsare given by the National Weather Service, the Owner shouldactivate his emergency operation and warning system.
(J4) Institute an inspection program such that thedam is inspected frequently. As presently required by theCommonwealth, the inspection program should include a formalannual inspection by a professional engineer experienced inthe design and construction of dams. Utilize the inspectionresults to determine if remedial measures are necessary.
(5) Institute a maintenance program so that allfeatures of the dam are properly maintained.
iv
PANTHER LAKE DAM
Submitted by:
GANNETT FLEMING CORDDRYAND CARPENTER, INC.
FREDERICK FUICIKO __-_
FREDERICK FUTCHKONo 28195 Project Manager, Dam Section
Date: 21 March 1980
Approved by:
DEPARTMENT OF THE ARMYBALTIMORE DISTRICT, CORPS OF ENGINEERS
JAMES W. PECKolonel, Corps of Engineersistrict Engineer
Date: /0 Aop /7v o O
v
4
F
':1: I0-.
4
vi
- -.-- ~0 -
DELAWARE RIVER BASIN
FREELING RUN, PIKE COUNTY
PENNSYLVANIA
PANTHER LAKE DAM
NDI ID No. PA-00416DER ID No. 52-157
PANTHER LAKE PROPERTY OWNERS ASSOCIATION
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM
FEBRUARY 1980
SECTION 1
PROJECT INFORMATION
1.1 General.
a. Authority. The Dam Inspection Act, Public Law92-367, authorized the Secretary of the Army, through theCorps of Engineers, to initiate a program of inspection ofdams throughout the United States.
b. Purpose. The purpose of the inspection is todetermine if the dam constitutes a hazard to human life orproperty.
1.2 Description of Project.
a. Dam and Appurtenances. Panther Lake Dam is ahomogeneous, earthfill embankment. It is about 19 feet highat its maximum section and is 665 feet long, including thespillway. The embankment is founded on earth.
IV
SThe spillway is located at the right abutment and
consists of an approach channel, a concrete weir, a stillingbasin, and an outlet channel. The crest length is 67.2feet. The spillway crest is 4 feet lower than the top ofthe dam.
The outlet works is located at the maximum sectionof the embankment and consists of an intake structure, a30-inch diameter reinforced concrete conduit, and an outletstructure. A sluice gate is on the intake structure. Thegate stem is supported at intervals along the upstreamslope, and the gate operating mechanism is on the top of thedam.
The various features of the dam are shown on thePhotographs in Appendix C and on the Plates in Appendix E.A description of the geology is included in Appendix F.
b. Location. Panther Lake Dam is located on FreelingRun in Greene Township, Pike County, Pennsylvania,approximately 3 miles south of Newfoundland. Panther LakeDam is shown on USGS Quadrangle, Newfoundland, Pennsylvania,at latitude N 410 15' 50" and longitude W 750 19' 05". Alocation map is shown on Plate E-1.
c. Size Classification. Small (19 feet high, 503acre-feet).
d. Hazard Classification. High hazard. Downstreamconditions indicate that a high hazard classification iswarranted for Panther Lake Dam (Paragraphs 3.le and 5.1c(5)).
e. Ownership. Panther Lake Property OwnersAssociation, Robert Dunbar, Jr., Chairman of Lake and DamCommittee, P.O. Box 73, Martinsville, New Jersey 08836.
f. Purpose of Dam. Recreation.
g. Design and Construction History. The dam wasdesigned by F. C. Schoenagel Jr., Civil Engineer, ofGreentown, Pa. in 1966. Construction was started late in1966 and completed in 1967. The Contractor was S. E. Chapmanof Lake Ariel, Pa. Supervision of construction was performedby Mr. Schoenagel.
1-2-
At an unknown time, several cracks developed inthe right wall of the stilling basin. The cracks wereattributed to frost action, and plans for repair wereprepared in 1979. Repairs were in progress at the time ofthis inspection.
h. Normal Operational Procedure. The pool ismaintained at the spillway crest level with excess inflowdischarging over the spillway. The outlet works is not
used. Spillway discharge flows downstream to the confluencewith Wallenpaupack Creek.
1.3 Pertinent Data.
a. Drainage Area. (square miles) 1.9
b. Discharge at Damsite. (cfs.)Maximum known flood at damsite Unknown.
Outlet works at maximumpool elevation 114
Spillway capacity atmaximum pool elevation 2,100
c. Elevation. (feet above msl.)Top of dam 1729.0Maximum pool 1729.0Normal pool (spillway crest) 1725.0Upstream invert outlet works 1712.0Downstream invert outlet works 1710.5Streambed at toe of dam 1710.5
d. Reservoir Length. (miles)Normal pool 0.63Maximum pool 0.69
e. Storage. (acre-feet)Normal pool 276Maximum pool 503
f. Reservoir Surface. (acres)Normal pool 50Maximum pool 64
g. Dam.Type Homogeneous
earthfill.
-3-
g. Dam. (cont'd.)
Length (feet) 598
Height (feet) 19
Topwidth (feet) 15
Side SlopesUpstream 1V on 2.5HDownstream 1V on 2H
Zoning None.
Cutoff Shallow cutofftrench.
Grout Curtain None.
h. Diversion ana RegulatingTunnel. None.
i. Spillway.
Type Concrete weir.
Length of Weir (feet) 67.2
Crest Elevation 1725.0
Upstream Channel Reservoir,verticalconcrete walls.
Downstream Channel Stilling basinand riprap-lined channel.
j. Regulating Outlets.Type One 30-inch
diameterreinforcedconcrete pipe.
Length (feet) 86
-4-
j. Regulating Outlets. (cont'd.)
Closure Sluice gate atintakestructure atupstream end.
Access Top of dam.
-5-
SECTION 2
ENGINEERING DATA
2.1 Design.
a. Data Available. Design data available for reviewincluded the following: approved design drawings andspecifications; foundation data from test pits; and the
permit application report.
Pararaph1.2a. The various features of the dam are shownon te Potogaph inAppendix C and on Plates E-2 through
E-~4 in Appendix E. The embankment is shown on Photographs Athrough D. The spillway is shown on Photographs E and F.The outlet works is shown on Photographs G and H.
C. Design Considerations. Hydraulic and structuraldesign considerations for the spillway weir are covered inSections 5 and 6, respectively. For the dam, nothing wasnoted in the review of the design data that would causeconcern.
2.2 Construction.
a. Data Available. Construction data available forreview included construction progress reports prepared bythe Design Engineer and construction inspection reportsprepared by the Commonwealth.
b. Construction Considerations. The Commonwealthinspected the foundations for the dam and the spillwaystructures and judged them to be satisfactory. A finalinspection of the project by the Commonwealth indicated thatthe work was completed in a satisfactory manner.
2.3 Operation. There are no records of operation.
2.14 Evaluation.
a. Availability. Engineering data were provided bythe Bureau ofDams and Waterway Management, Department ofEnvironmental Resources, Commonwealth of Pennsylvania(PennDER). The Owner was not available for informationduring the visual inspection. Information was obtainedlater through telephone conversations with the Chairman ofthe Lake and Dam Committee and with the Engineer whodesigned and supervised construction of the dam.
b. Adequacy. The type and amount of available designdata and other engineering data are limited, and theassessment must be based on the combination of availabledata, visual inspection, performance history, hydrologicassumptions, and hydraulic assumptions.
c. Validity. There is no reason to question thevalidity of the available data.
-7
SECTION 3
VISUAL INSPECTION
3.1 Findings.
a. General. The overall appearance of the dam isgood. Deficiencies were observed as noted below. A sketchof the dam with the locations of deficiencies is presentedon Exhibit B-i in Appendix B. Survey information acquiredfor this Report is summarized in Appendix B. On the day ofthe inspection, the pool was 0.1 foot above spillway crest.
b. Embankment. The top of the dam is covered withhigh grass and weeds (Photograph A). The measured averagetopwidth is 15 feet. The survey performed for thisinspection indicated that all portions of the top of theembankment are at or above the design elevation.
The exposed portion of the upstream slope isprotected by riprap, but it is overgrown with brush and
small trees (Photographs A and B). At the surveyed section,the exposed portion of the slope measured approximately 1Von 2.5H.
The downstream slope of the dam is covered withgrass and high weeds (Photographs C and D). No otherdeficiencies were apparent. The downstream slope at themaximum section is approximately 1V on 2.2H.
c. Appurtenant Structures. The spillway weir andstilling basin are generally in good condition (PhotographE). The right sidewall of the stilling basin is cracked atseveral locations, but no tilting or displacement hasoccurred. Repairs were in progress at the time of theinspection (Photograph E). The repairs consist ofinstalling a drain behind the wall and repairing the cracks.Water was flowing from the right hillside above the areawhere repairs were being made.
The spillway outlet channel is excavated intoearth. The channel is lined with riprap. Substantialamounts of high weeds and brush are growing in the outletchannel (Photograph F).
-8-
The outlet works consists of a submerged intakestructure, a sluice gate with its operating mechanism at the
Li top of the dam, a 30-inch diameter reinforced concreteoutlet conduit, and a small concrete outlet structure. TheOwner was not available during the inspection, so the sluicegate could not be operated. Later conversations with theOwner indicated that the handle for the operating mechanismis missing and that the gate has not been opened since thedam was completed. The gate operating mechanism appeared tobe in satisfactory condition, but the exposed portion of thestem is rusty (Photograph G). The gate was sealed and hadno leakage. Both the outlet conduit and the outletstructure are in satisfactory condition (Photograph H).Some high weeds and brush are growing in the outletchannel.
d. Reservoir Area. The watershed area is about 90percent wooded and about 10 percent grassland. Only a minorLamount of development is present. Lake Russell Dam, a21-foot high dam, is located within the watershed about 1.3miles upstream from Panther Lake Dam (Photographs I and J).Data for Lake Russell Dam obtained during the visualinspection are included in Appendix B.
e. Downstream Channel. The valley downstream fromPanther Lake Dam is relatively narrow and steep. Theconfluence of Freeling Run with Wallenpaupack Creek is about1.3 miles downstream. One permanent dwelling and one summercottage are located between the dam and the confluence. Thedwelling is 0.3 mile from the dam. It was estimated thatthe dwelling would be flooded, with a resultant loss oflife, if Panther Lake Dam were to fail. Damage to one pavedroadway would occur, and some property damage alongWallenpaupack Creek is also possible.
-9-
SECTION 14
OPERATIONAL PROCEDURES
4I.1 Procedure. The reservoir is maintained at the spillwaycrest level with excess inflow discharging over the spillwayand into the downstream channel. The outlet works is not
~4.2 Maintenance of Dam. There are no establishedprocedures for maintenance of the dam. Some maintenancework has been performed on an as-needed basis. There is noprogram of regular inspection.
4.3 Maintenance of Operating Facilities. The outlet worksis not maintained.
4. Warning Systems in Effect. The Owner has no emergencyoperating and warning system.
4.~5 Evaluation of Operational Adequacy. Although the Ownerdoes perform some maintenance, the current program is notadequate. Inspections are necessary to detect hazardousconditions at the dam. An emergency operation and warningsystem is necessary to reduce the risk of dam failure shouldadverse conditions develop and to prevent loss of lifeshould the dam fail.
-10-
SECTION 5
HYDROLOGY AND HYDRAULICS
5.1 Evaluation of Features.
a. Design Data. The available data indicates thatthe spillway was designed to pass the Commonwealth's Curve"C" discharge for a 1.6 square wile drainage area. Thedesign discharge indicated in the records is 2,090 cfs.Using the design dimensions, the design dischargecoefficient is 3.9. This coefficient is consideredreasonable and was used in computations for this Report.The drainage area computed and used for this study wasdetermined from recent USGS mapping and is 1.9 square miles,which is about 19 percent greater than the design value of1.6 square miles.
b. Experience Data. No records of maximum poollevels were available.
C. Visual Observations.
(1) General. The visual inspection of PantherLake Dam, which is described in Section 3, resulted in anumber of observations relevant to hydrology and hydraulics.These observations are evaluated herein for the variousfeatures.
(2) Embankment. There are no low areas on thetop of the dam. The spillway design head of 4J feet isavailable under existing conditions.
(3) Appurtenant Structures. The measuredspillway crest length is 67.2 feet, which is slightlygreater than the design length of 67.0 feet. The actuallength was used in computing spillway capacity.
The spillway outlet channel has considerableamounts of brush and high weeds. Such growth reduces thehydraulic efficiency of the channel and can cause damage tothe riprap lining. The brush does not affect the capacityof the spillway.
The ability of the outlet works to function isuncertain. It has not been operated since the damn wasconstructed.
(4J) Reservoir Area. Lake Russell Dam, located1.3 miles upstream, does affect the hydrology of PantherI Lake Dam. Its effects have been included in the hydrologicanalysis. Lake Russell Dam controls about 0.7 square mileof the 1.9-square mile watershed of Panther Lake Dam.
(5) Downstream Conditions. No conditions were
observed downstream from the dam that would reduce thehydraulic capacity of the spillway. Failure of Panther LakeDam would probably cause flooding with resultant loss oflife at one dwelling located along Freeling Run and causedamage to two roadways. The downstream conditions indicatethat a high hazard classification is warranted for PantherLake Dam.
d. Overtopping Potential.
(1) Spillway Design Flood. According to thecriteria established by the Office of the Chief of Engineers(OCE), the Spillway Design Flood (SDF) for the size (Small)and hazard potential (High) of Panther Lake Dam is betweenone-half of the Probable Maximum Flood (PMF) and the PMF.Because of the downstream conditions, the 1/2 PMF isselected as the SDF for Panther Lake Dam. The watershed wasmodeled with the HEC-1DB computer program. A description ofthe model is included in Appendix D. The assessment of thedam is based on existing conditions, and the effects offuture development are not considered.
(2) Summary of Results. Pertinent results aretabulated at the end of Appendix D. The analysis revealsthat Panther Lake Dam can pass about 60 percent of the PMFbefore overtopping of the dam occurs.
(3) Spillway Adequacy. The criteria used to ratethe spillway adequacy of a dam are described in Appendix D.Since the spillway can pass the 1/2 PMF, which is the SDFfor Panther Lake Dam, the spillway capacity is rated asadequate.
-12-
SECTION 6
STRUCTURAL STABILITY
6.1 Evaluation of Structural Stability.
a. visual Observations.
(1) General. The visual inspection of PantherLake Dam, which'is described in Section 3, resulted in anumber of observations relevant to structural stability.These observations are evaluated herein for the variousfeatures.
(2) Embankment. The growth of trees and brush onthe upstream slope is undesirable. Foot systems can loosenembankment material, displace slope protection, andeventually create paths along which seepage and piping(internal erosion) might occur. High weeds on the slopesare also undesirable because they hinder inspections.
(3) Appurtenant Structures. Construction ofdrainage facilities behind the right wall of the stillingbasin was in progress at the time of the inspection. Thepresence of flowing water from the hillside above the areato be repaired indicates that drainage facilities, as arenow being constructed, are warranted. Details of theproposed repairs are shown on Plate E-5.
b. Design and Construction Data. The Design Engineerstated that no stability analyses were performed for theembankment or the spillway structures. Stability analysesfor the embankment are beyond the scope of this Report. Thespillway weir, which has a significant depth of embedment,behaves partially as a gravity structure and partially as anembedded cantilever structure. Detailed analysis of thestability of this structure is beyond the scope of thisReport. Based on inspection and approximate methods ofanalysis, however, it is judged that the weir would bestable for the expected loading conditions.
0. Operating Records. There are no formal records ofoperation. According to available data, no stabilityproblems have occurred over the operational history of thedam.
d. Post-construction Changes. The onlypost-construction change is the construction of a drainagesystem behind the right wall of the spillway. The work iscurrently in progress.
e. Seismic Stability. Panther Lake Dam is located inSeismic Zone 1. Earthquake loadings are not considered tobe significant for small dams located in Zone 1 when thereare no readily apparent stability problems at the dam.Since there were no readily apparent stability problems atthe dam, its ability to resist earthquake loadings isassumed to be adequate.
~114
SECTION 7
ASSESSMENT, RECOMMENDATIONS, AND PROPOSED REMEDIAL MEASURES
7.1 Dam Assessment.
a. Safety.
(1) Based on available records, visualinspection, calculations, and past operational performance,Panther Lake Dam is judged to be in good condition. Thespillway will pass about 60 percent of the PMF beforeovertopping of the dam occurs. Based on the criteria andthe downstream conditions, the Spillway Design Flood isthe 1/2 PMF. Since the spillway can pass the SDF, thespillway capacity is rated as adequate.
(2) No stability problems were evident for theembankment or appurtenant structures at the time of thevisual inspection.
(3) The ability of the outlet works to functionis unknown because it has not been operated recently.
(4~) Maintenance of the dam and appurtenantstructures is inadequate.
(5) A summary of the features and observed
deficiencies is listed below:
Feature and Location Observed Deficiency
Embankment: Brush and small treeson upstream slope; highweeds on downstreamslope.
Spillway: Cracks in right wall(repairs in progress);brush and weeds in outletchannel.
Outlet Works: Handle for gate operatingmechanism missing;operational adequacyuncertain.
b. Adequacy of Information. The informationavailable Is-such that an assessment of the condition of thedam can be inferred from the combination of visualinspection, past performance, and computations performed
prior to and as part of this study.
C. Urgency. The recommendations in Paragraph 7.2should be implemented without delay.
d. Necessity for Further Investigations. In order toaccomplish the remedial measures outlined in Paragraph 7.2,further investigations by the Owner will not be required.
7.2 Recommendations and Remedial Measures.
a. The following remedial measures are recommended tobe undertaken by the Owner, in approximate order ofpriority, without delay:
(1) Ensure the operational adequacy of the outletworks and operate the gate at regular intervals.
(2) Remove trees and brush from the embankmentand the spillway outlet channel.
b. In addition, the Owner should institute thefollowing operational and maintenance procedures:
(1) Develop a detailed emergency operation andwarning system for Panther Lake Dam.
(2) During periods of unusually heavy rains,provide round-the-clock surveillance of Panther Lake Dam.
(3) When warnings of a storm of major proportionsare given by the National Weather Service, the Owner shouldactivate his emergency operation and warning system.
(14) Institute an inspection program such that thedam is inspected frequently. As presently required by theCommonwealth, the inspection program should include aformal annual inspection by a professional engineerexperienced in the design and construction of dams. Utilizethe inspection results to determine if remedial measures arenecessary.
(5) Institute a maintenance program so that allfeatures of the dam are properly maintained.
APPENDIX A
CHECKLIST - ENGINEERING DATA
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APPENDIX B
CHECKLIST -' VISUAL INSPECTION
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GANNETT FLEMING CORDDRY GUES' FI________________LE No.______
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RIGHT WALL CRACKEDREPAIRS IN PROGRESS PLLA
WEEDS __i
AND BRUSH RI RESERVOIR
15' - UPSTREAM SLOPE OVERGROWNWITH BRUSH AND SMALL TREES
FREELING
RUN INTAKE STRUCTURE
OUTLET STRUCTURE30,DA
S RUCT HANDLE MISSING FOR
30" DIA. RCP GATE OPERATING MECHANISM
DOWNSTREAM SLOPEOVERGROWN WITHHIGH WEEDS
IV ON 2.5HIV ON 2H- - I
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM
PANTHER LAKE DAM
PANTHER LAKE PROPERTYOWNERS ASSOCIATION
NOT TO SCALE RESULTS OFVISUAL INSPECTION
FEBRUARY 1980 EXHIBIT B-I
i -
APPENDIX C
PHOTOGRAPHS
A. loP of' Dam.
:1-
cAL-
PA14 iHli LAKE' Dlil
C. Downstream Slope.
D. Downstream Slope.
C-2
'''.4.AM
PAN1'HEhl LAKE DJAM
v I
E. Spillway.
F. Spillway Outlet Channel.
G-3
PANTHER LAKE DAM
G. Gate Operating Mechanism.
H. Outlet Conduit.
C-4l
PANT1HER LAKE DAM
1.Lake Russell Damn. Located 1.3 Mile,';Upstream from Panther LIaKe am
i J. Spillway of' Lake Russell Dam.
C-5
I RESERVOIR
FREELING/RUN -// INTAKE STRUCTURE
OUTLET STRUCTURE
30" DIA. RCP
1V ON 2.5 H
I LOCATION AND ORIENTATION OF CAMERAA PHOTOGRAPH IDENTIFICATION LETTER
C PHASE I INSPECTION REPORT
I NATION4AL DAM INSPECTION PROGRAMB PANTHER LAKE DAM
PANTHER LAKE PROPERTYONERS ASSOCIATION
NOT TO SCALE GUIDE TO LOCATIONOF PHOTOGRAPHS
___________________________________FEBRUARY 1900 EXHIBIT C-I
APPENDIX D
HYDROLOGY AND HYDRAULICS
APPENDIX V
HYDROLOGY AND HYDRAULICS
Spillway Capacity Rating:
In the recommended Guidelines for Safety Inspectionof Dams, the Department of the Army, Office of the Chiefof Engineers (OCE), established criteria for rating thecapacity of spillways. The recommended Spillway DesignFlood (SDF) for the size (small, intermediate, or large)and hazard potential (low, significant, or high) class-ification of a dam is selected in accordance with thecriteria. The SDF for those dams in the high hazardcategory varies between one-half of the Probable MaximumFlood (PMF) and the PMF. If the dam and spillway arenot capable of passing the SDF without overtoppingfailure, the spillway capacity is rated as inadequate.If the dam and spillway are capable of passing one-halfof the PMF without overtopping failure, or if the dam isnot in the high hazard category, the spillway capacityis not rated as seriously inadequate. A spillwaycapacity is rated as seriously inadequate if all of thefollowing conditions exist:
(a) There is a high hazard to loss of life fromlarge flows downstream of the dam.
(b) Dam failure resulting from overtopping wouldsignificantly increase the hazard to loss of life down-stream from the dam from that which would exist justbefore overtopping failure.
(c) The dam and spillway are not capable ofpassing one-half of the PMF without overtoppingfailure.
Description of Model:
If the Owner has not developed a PMF for the dam,the watershed is modeled with the HEC-1DB computerprogram, which was developed by the U.S. Army Corps ofEngineers. The HEC-1DB computer program calculates aPMF runoff hydrograph (and percentages thereof) androutes the flows through both reservoirs and streamsections. In addition, it has the capability tosimulate an overtopping dam failure. By modifying therainfall criteria, it is also possible to model the 100-year flood with the program.
0-1
APPENDIX D
D \ a 10C 1. River BasinName of Stream: RiverBa i
Name of Dam: ,NDI ID No.: -DER ID No.:__ _ __-_ _
Latitude: 4to \$, 5011 Longitude: \, -,SP tq oS"Top of Dam Elevation: __ _._ _Streambed Elevation: MA Height of Dam: ftReservoir Storage at Top of Dam Elevation: SO3 acre-ftSize Category: __ _ _ _ __ _Hazard Category: kn (see Section 5)Spillway Design Flood:- ' 51 r- 'ac ; + PW,;
UPSTREAM DAMS
Distance Storagefrom at top ofDam Height Dam Elevation
Name (miles) (ft) (acre-ft) Remarks
DOWNSTREAM DAMS
-._.. .... _Nt .. _ _ _ _ _ _ _"__ _"__ _
_ 6__ _ 0__ __ _ _River BasinName of Stream: .Name of Dam: Vo tr to
DETERMINATION OF PMF RAINFALL & UNIT HYDROGRAPHUNIT HYDROGRAPH DATA*
DrainageSub- Area Cp Ct L Lia L' Tp Map Platearea (square miles mi es miles hours Area
miles) (1 (2 (3) (4) (5) (6) (7) (8)
.1. A.-2. 045' .13 -10 -0.10 -. 3 __ __ A
Total '. qz (See Sketch on Sheet V-4(1) & (2): Snyder Unit Hydrograph coefficients supplied by
Baltimore District, Corps of Engineers on maps andplates referenced in (7) & (8)
The following are measured from the outlet of the subarea:(3): Length of main watercourse extended to divide(4): Length of main watercourse to the centroidThe following is measured from the upstream end of thereservoir at normal pool:(5): Length of main watercourse extended to divide(6): Tp=Ct x (L x Lca) 0.3, except where the centroid ofthe subarea is located in the reservoir. ThenTp=C t x WL) .
Initial flow is assumed at 1.5 cfs/sq. mileComputer Data: QRCSN z -0.05 (5% of peak flow)
RTIOR = 2.0RAINFALL DATA
PMF Rainfall Index= Z2.o in., 24 hr., 200 sq. mile.Hydromet. 40 Hydromet. 33
(Susquehanna Basin) (Other Basins)Zone: N/A IGeographic Adjustment
Factor: Alp 1.0Revised Index
Rainfall: 2.RAINFALL DISTRIBUTION (percentT
Time Percent6 hours -I//I
12 hours /__3
24 hours 1,48 hours 14;72 hours A96 hours
D-3
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AND CARPENTER. INC. ' ---- i"
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COMPUT&O MY D_______AYS - CHUCKD By - DAT_______
WALaPAUPACK CREEK
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I1Data for Dam at Outlet of Subarea A-1(See sketch on Sheet -4)
Name of Dam: L. % Zu~s.s\ 'Dam
STORAGE DATA:
StorageArea million
Elevation (acres) gals acre-ft Remarks
/754. =ELEVO# 0 0 0kj 77. 0 =ELEV1 4S' =A1 78 235 =S1 ,cr o4 C/2 2c-. 46 .,, _.
ELEVO ELEVi - (3Sj/Aj)El Planimetered contour at least 10 feet above top of dam
Reservoir Area at Normal Pool is _/ percent of subarea
watershed.
BREACH DATA: c: J ok Z JSSLA 'cZrJs - t C ALc
See Appendix B for sections and existing profile of the dam.
Soil Type from Visual Inspection:
Maximum Permissible Velocity (Plate 28, EM 1110-2-1601) fps(from Q : CLH 3 /2 = V.A and depth = (2/3) x H) & A = L'depth
HMAX = (4/9 V2 /C2 ) : ft., C = Top of Dam El.:
HMAX + Top of Dam El. = - FAILEL(Above is elevation at which failure would start)
Dam Breach Data:
BRWID = ft (width of bottom of breach)Z = (side slopes of breach)
ELBM = (bottom of breach elevation, minimum ofzero storage elevation)
WSEL = (normal pool elevation)T FAIL: mins _ _ hrs (time for breach to
develop)
D-I.
Data for Dam at Outlet of Subarea A-1 -(see Sketch on Sheet D-4)
Name of Dam: Leaj. V._ c L rAn
SPILLWAY DATA: Existing DesignConditions Conditions
Top of Dam Elevation _____ 5."_ _
Spillway Crest Elevation 11_____ k___Spillway Head Available (ft) _ _ _U. _
Type Spillway r.onr1Lr, uiir : flI.r.agY.-"C" Value - Spillway 5hdGCrest Length - Spillway (ft) R3Spillway Peak Discharge (cfs) .S.Auxiliary Spillway Crest Elev. , _-
Auxiliary Spill. Head Avail. (ft) _ _'_
Type Auxiliary Spillway _"
"C" Value - Auxiliary Spill. (ft)Crest Length - Auxil. Spill. (ft) N - _
Auxiliary SpillwayPeak Discharge (cfs)
Combined Spillway Discharge (cfs)
Spillway Rating Curve: See rni -sh.
Elevation Q Spillway (cfs) 0 Auxiliary Spillway (cfs) Combined (cfs)
/r9. 9 0 _
1772. 0 _ _ __
/773.0 414/77-?3.7 .616 7./? ~r 7f: ;
/776, a 1027,o/79C, - 0 1434
OUTLET WORKS RATING: Outlet 1 Outlet 2 Outlet
Invert of OutletInvert of InletTypeDiameter (ft) DLength (ft) = LArea (sq. ft) = ANK EntranceK ExitK Friction=29.1N 2 L/R4/3Sum of K(1/K) 0.5 cMaximum Head (ft) = HMQ a CA V2g(HM)(cfs)Q Combined (cfs)
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ROO 4 (cgs)
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/773.0 414
/773-7 .
1 773.073
/7 7&1,'.^ 74
/77-g. 0 874/776.0 /0:20~
/7 0'O 0 h4
Data for Dam at Outlet of Subarea A-;L (See sketch on Sheet L-4)
Name of Dam: oux tr LVcj , r
STORAGE DATA:
StorageArea million
Elevation (acres) gals acre-ft Remarks
%106.4- =ELEVOO 0 0 0I iAo-C 201 41h 1453]7z.o:ELEV1 So :AI qQ 7-7 SI
ELEVO = ELEVi - (3S1 /Aj)II Planimetered contour at least 10 feet above top of dam
Reservoir Area at Normal Pool is ( percent of subarea
watershed.
BREACH DATA:
See Appendix B for sections and existing profile of the dam.
Soil Type from Visual Inspection: S0,4%A C\a'
Maximum Permissible Velocity (Plate 28, EM 1110-2-1601) 3 fps(from Q = CLH 3/2 = V.A and depth = (2/3) x H) & A = L'depth
HMAX = (4/9 V2 /C2 ) = 0.4 ft., C . Top of Dam El.:._3z.O
HMAX + Top of Dam El. = 1719.A. = FAILEL(Above is elevation at which failure would start)
Dam Breach Data:
BRWID = .0 ft (width of bottom of breach)Z = \ (side slopes of breach)
ELBM = ,_____.o (bottom of breach elevation, minimum ofzero storage elevation)
WSEL = 112S.0 (normal pool elevation)T FAIL= _ _ _ mins . hrs (time for breach to
develop)
Data for Dam at Outlet of Subarea -(see Sketch on Sheet -J)
Name of Dam : Uar4 LPA-- na
SPILLWAY DATA: Existing DesignConditions Conditions
Top of Dam Elevation _______ ____._
Spillway Crest Elevation ___. _ _____._._Spillway Head Available (ft) .o _ ._Type Spillway 1Co Az, %L&"C" Value - Spillway 3.go 5.qCrest Length - Spillway (ft) ,1.t X_ (01_0Spillway Peak Discharge (cfs) 2 1 og CAuxiliary Spillway Crest Elev. _
Auxiliary Spill. Head Avail. (ft)Type Auxiliary Spillway"C" Value - Auxiliary Spill. (ft) ItCrest Length - Auxil. Spill. (ft)
Auxiliary SpillwayPeak Discharge (cfs) -
Combined Spillway Discharge (cfs) T
Spillway Rating Curve: )
Elevation Q Spillway (cfs) Q Auxiliary Spillway (cfs) Combined (cfs)
------- -
OUTLET WORKS RATING: Outlet 1 Outlet 2 Outlet 3
Invert of Outlet 171p,5_Invert of Inlet 1i/2.TypeDiameter (ft) = DLength (ft) = LArea (sq. ft) = AN 0.01iK Entrance o.C4K Exit 1.0K Friction:29.1N2L/R k3
Sum of K(1/K) 0.5 = CMaximum V aLft) = HM 11,3Q z CA v2g(HM)(cfs)Q Combined (cfs) //,_
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~1 LIMITS OF ADDITIONAL DOWNSTREAM'1 FLOODING NOT CONSIDERED
APPROXIMATE MINIMUM LIMITSOF DOWNSTREAM FLOODINGSHOULD DAM FAILURE OCCUR.
FANTHER LAKE =DAM
NOTES:1. LIMITS OF DOWNSTREAM FLOODING ARE
ESTIMATES BASED ON VISUALOBSERVATIONS. THIS MAP SHOULD NOTBE USED IN CONNECTION WITH THE PHASE I INSPECTION REPORTEMERGENCY OPERATION AND WARNING NATIONAL DAM INSPECTION PROGRAMPLAN. I PNHRLK A
2. CIRCLED NUMBERS INDICATE STATIONS PNHRLK AUSED IN COMPUTER ANALYSIS. PANTHER LAKE PROPERTY
OWNERS ASSOCIATION2000 0 2000 DOWNSTREAM
-- 110"DEVELOPMENT PLANSCALE: I IN.=2000 FT. FEBRUARY 1980 EXHIBIT 0-1
APPENDIX E
P LATE S
*1 WALLENPAUPACK CREEK
FREELING RUN
LAKE RUSSEL DAMI
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM
PANTHER LAKE DAMPANTHER LAKE PROPERTY
OWNERS ASSOCIATION
2000 0 2000 LOCATION MAPSCALE, I IN. :2000 FT. FEBRUARY 1960 PLATE E-1
*2
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NATIONAL DAM INSPECTION PROGRAM
PANTHER LAKE DAM
PANTHER LAKE PROPERTY['..' POPO[D M' .. _OWNERS ASSOCIATION
. -,,- S PAGE ISSGENERAL PLAN" NAIOALMNSEOCATOON RZAN
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-h *~ 4-.,- PHASE I INSPECTION REPORT" "-- '" ' NATIONAL. DAM INSPECTION PROGRAM
PANTHER LAKE DAM
PANTHER LAKE PROPE~RTY
~jQ~OOJE DAMOWNERS ASSOCIATION
"',-'" '"' " SECTIONS AND DETAILS,,,m .. ,X£E M ON S V 0 .rA I& .S
"SEC"TI,,.; O' . , FEBRUARY 1950 PLATE E-3
44
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PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM
PANTHER LAKE DAMPANTHER LAKE PROPERTY
OWNERS ASSOCIATIONPROPOSED REPAIRS TOSTILLING BASIN WALL
__________________________________ FEBRUARY 19S0 PLATE E-5
APPENDIX F
GEOLOGY
PANTHER LAKE DAM
APPENDIX F
GEOLOGY
Panther Lake Dam is located in Pike County within theAppalachian Plateau Physiographic Province. The mostpronounced topographic feature in the area is CamelbackMountain, which is part of the Pocono Plateau Escarpment.This escarpment has a well-defined southwestward trend fromCamelback Mountain, but is irregular between CamelbackMountain and Mt. Pocono, which lies to the north. Streamseast of the escarpment drain directly to the Delaware River,while those to the west drain to the Lehigh River.
The Pocono Plateau Section lies to the west of theescarpment. This area is relatively flat, with local reliefseldom exceeding 100 feet. The topography has been greatlyinfluenced by continental glaciation. Many features werecreated by deposition of glacial materials. The entireplateau lacks well-developed drainage.
East of the escarpment is the Glaciated Low PlateausSection of the province. This area is characterized bypre-glacial erosional topography with locally-thick glacialdeposits. Local relief is generally 100 to 300 feet.
Bedrock units of the sections described above are thelithified sediments of offshore marine, marginal marine,deltaic and fluvial environments associated with the DevonianPeriod. These units include siltstones of the MahantangoFormation, siltstones and shales of the Trimmers Rock, andseven mapped members of the Catskill Formation. Thesemembers include sandstones, siltstones, and shales of theTowamensing Member; sandstone, siltstone and shales of theWalcksville Member; sandstones, siltstones and shale of theBeaverdam Run Member; sandstone and shale in the Long RunMember; sandstones and conglomerates in the Packerton Member;sandstone and some conglomerates in the Poplar Gap Member;and sandstones and conglomerates in the Duncannon Member.
Panther Lake Dam is underlain by the Poplar Gap Memberof the Catskill Formation. The Poplar Gap Member ispredominantly a gray sandstone and conglomeratic sandstonewith interbedded siltstones and shales. Sandstones presentare thick-bedded, fine-to coarse-grained, and exhibit very
F-I
low primary porosity due to a clay and silica matrix.4- Effective porosity results from fractures and parting planes.
Conglomeratic sandstone occurs primarily as concentrates ofsub-round to round quartz pebbles. The siltatones and shalesat the site are thin-bedded and also have low porosity.
The rocks are well-indurated and generally are notsusceptible to slope failure; however, the presence ofwell-developed bedding and joint planes will result in somerockfall from vertical and high-angle cut slopes.
sitesadoc asndtraely oelis modercatly cohesoveaeiBedrocki ise enistili ovran bysoglac iltill of clate
Wilconsind ae. Thisel tI is anounsotedy mixtuie ofd claygenerally derived locally from the sandstones of the CatskillFormation. Thickness of the till varies from 5 to 75 feet.
Test pit investigations performed at the site show thattedam and appurtenant structures are founded on the glacialtiloverburden. Materials encountered at the site include
silty sand, clayey sand, sandy clay, and clay. The depth torock at the site is unknown, but it exceeds 10 feet, whichwas the maximum depth of test pit investigations.
F-2
NO
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0 S! OWNERS ASSCIAIO
IIA
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