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DELAWARE RIVER BASINPOND CREEK, MONROE COUNTY
PENNSYLVANIA
S~NDI ID NO, PA-00985
DER ID NO. 45-52
RICHARD C. MacDONOUGH
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM: DTIC
3 z 1 3EL' N
Prepared by
Geo-Technical Services, Inc.
CONSULTING ENGINEERS & GEOLOGISTS
851 S. 19th Street
Harrisburg, Pennsylvania 17104 pAt 11" .. I . " , I
ions wii.Ll bo i ) blaci! L4d
SFor white*
DEPARTMENT OF THE ARMYBaltimore District, Corps of Engineers
Baltimore, Maryland 21203
, f •JULY 1981
'at oul +•.c I -om .. 81 12 28 181
DELAWARE RIVER BASIN
POND CREEK, MONROE COUNTYPENNSYLVANIA
MARSHALL LAKE DAM
NDI ID NO. PA-00985DER ID NO. 45-52
RICHARD C. MACDONOUGHI /I•l•o '•ccA___v•.i •. £•. ' )-Codes
PHASE I INSPECTION REPORT ilk v:'Dist *j-NATIONAL DAM INSPECTION PROGRAM
e-- /9Prepared by
GEO-Technical Services, Inc.Consulting Engineers & Geologists
851 S. 19th StreetHarrisburg, Pennsylvania 17104
Fo r
Department of the ArmyBaltimore District, Corps of Engineers
Baltimore, Maryland 21203
July 1981
,!] •2/
PREFACE ...
This report is prepared under guidance contained in the Reconmeinded Guide-lines for Safety Inspection of Dams,. for Phase I -Investigations.. Copies / .'9of these guidelines may be obtained f-tom the. 'Offfice of, Chief. of. Enginders, ..
Washington, D.C, 20314. The .'purpose . .t .. i s to i.'-.dent - - " ,l . 'ify expeditiously those dams :which may pose h.aards.,,t6.hu,.ife or
The assessment of the general condition' Of .ýh, damnIs .b~ased upon . ava°l'able,,.data and visual inspections. Detailed investigations, t8sting9, aftd, detaile-,computational evaluations are beyond the. scop' ofa Ph~se I '$.nvest. on .however, the investigation is intendedto ..identify ah.ýy ieýd .for ;such -sAtud .eSt.,
In reviewing this report, it should be realized thaiit'h repbrýted cundfVtion-of the dam is.based on observations of field condS$tiOnp ls at the t'ime of in-spection along with data available to the .inspecý'ion -,team,. in cacses wherethe reservoir was lowered or drained prior to insp'ýct-ioa.:.such action, whileimproving the stability and safety of the dam, removes the normal load onthe structure and may obscure certain conditions which might otherwise be .1detectable if inspected under the normal operating environment of thestructure.
It is important to note that the condition of a dam depends on numerous and
constantly changing internal and external conditions, and is evolutionary innature. It would be incorrect to assume that the present condition of. thedam will continue to represent the condition of the dam at some point in thefuture. Only through frequent inspections can unsafe conditions be detectedand only through continued care and maintenance can these conditions beprevented or corrected.
Phase I inspections are not intended to provide detailed hydrologic andhydraulic analyses. In accordance with the established Guidelines, thespillway design flood is based on the estimated "Probable Maximum Flood"for the region (greatest reasonable possible storm runoff), or fractionsthereof. .The spillway design flood provides a measure of relative spill-way capacity and serves as an aid in determining the need for more detailedhydrologic and hydraulic studies, considering the size of the dam, itsgeneral condition and the downstream damage potential.
iA
TABLE OF CONTENTS
PAGE
PREFAC. . '.. .... . . . . . . . . ...TABLE OF CONTENTS . ..................... ii
BRIEF ASSESSMENT OF GENERAL CONDITION ANDRECOMMENDED ACTION ...... ..... ....... ....... ....... iii .
OVERVIEW OF MARSHALL LAKE DAM ..... ................ .... vi
ASECTION 1 - GENERAL INFORMATION ............ ......... 1 .
SECTION 2 - ENGINEERING DATA ...... .................... 4
SECTION 3 - VISUAL INSPECTION ........ ................ 6 .
SECTION 4 -OPERATIONAL PROCEDURES ........ ............. 9SECTION 5 - HYDROLOGY AND HYDRAULICS... ................ 10SECTION 6 - EVALUATION OF STRUCTURAL STABILITY ........ ... 14
SECTION 7 - ASSESSMENT AND RECOMMENDATIONS FORREMEDIAL MEASURES ....... ............. .... 15
APPENDICES
APPENDIX A - VISUAL INSPECTION CHECKL!ST & EXHIaITS
APPENDIX B - ENGINEERING DATA - CHECKLIST
APPENDIX C - PHOTOGRAPHS i1
APPENDIX D - HYDROLOGY AND HYDRAULICS
APPENDIX E - EXHIBITS
-APPENDIX 'F - GEOLOGYIiiI
ii
PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM ILA
BRIEF ASSESSMENT OF GENERAL CONDITION
AND
RECOMMENDED ACTION
Name of Dam: Marshall Lake Dam -
NDI ID No. PA-00985DER ID No. 45-52
Size. Small (8.9 feet hi-gh, 62 acre-feet)
Hazard Classification: High
Owner: Richard C. MacDonoughMarshalls Creek, PA. 18335
State Located: Pennsylvania 4County Located: Monroe
Stream: Pond Creek
Date of Inspection: November II, 1980 1
-•Based on visual inspection, Marshall Lake Dam is judged to be in poorcondition.- Bas-ed on the location of the downstream dwellings and thefact that more than a few lives could be lost should the dam fail , thedam is classified as a high hazard structure. The criteria establishedfor these studies require that the dam pass a Spillway Design Flood (SDF)of between a 1/2 Probable Maximum Flood (1/2 PMF) and the full PMF. Basedon the small size and storage capacity of the facility,, it is judged thatthe SDF of 1/2 PMF is appropriate for the Marshall Lake Dam. Under thepresent conditions, the spillway will pass approximately 4 percent of the HPMF without overtopping the dam.. As the spillway cannot pass the 1/2 PMFwithout overtopping the dam, and:'ince overtopping at less than 1/2 PMFwould cause failure which would si nificantly increase hazard to loss oflife downstream, the spillway is se iously inadequate and the facility israted unsafe, non-emergency.
The condition of the outlet works could not be inspected as it was sub-merged. Ready access to an operable gate, or other method of drawing downthe reservoir during emergencies, is required,
iiiI
There is no emergency warning system, or a plan to evacuate downstreampopulation, should hazardous conditions develop at the dam-.
Maintenance of the dam is limited to the left end of the embankment,between the left abutment and the outlet works.
The following investigation and remedial measures are recommended forimmediate implementation by the owner. All investigations and designof remedial measures should be performed under the direction of a Pro-
F ~fessional Engineer, experienced in the design and construction of dams
(1) Perform additional hydrologic and hydraulic analyses to moreaccurately determine the required spillway capacity for the MarshallLake Dam. Design and const-ruct a spillway that will pass the re-quired SOP without overtopping the dam.
(2) Remove the trees from the embankment and the sandbar from theL spillway channel.
(3) Locate and operate the submerged outlet works gate, or provideother emergency means of drawing down the reservoir. If thegate is operable, observe the conditions at the toe when the out-let works are subject to pre,-ure flow. Take appropriate actionas necessary.
In addition, it is recommended that the owner take the following precau-tionary operational and maintenance measures:
(1) Develop a detailed emergency operation procedure and warning systemto facilitate timely and orderly evacuation of the downstream popu-lation if any hazardous conditions at the dam are observed.
(2) When warnings of a storm of major proportions are given by theNational Weather Service, activate the emergency operation andwarning system procediures.
(3) After satisfactory implementation of the remedial measures resultingfrom the recommended additional investigations, institute a formalinspection and maintenance program for the dam. As presentlyrequirej by the Bureau of Dams and Waterway Management of PENNOER,the program shall include an annual inspection of the da.m by a
iv
MARSHALL LAKE DAM
Professional Engineer, experienced in the design and constructionof dams. Deficiencies found during annual inspections should beremedied as necessary.
(I
Submitted by:
GEO-TECHNICAL SERVICES, INC.
GIDEON YACHIN -
Date: July 10, 1981
Approved by: IDEPARTMENT OF THE ARMY ABALTIMORE DISTRICT CORPS OF ENGINEERS
MES W. PECK, COLONELORPS OF ENGINEERSOMIIAN!DR AND DISTRICT ENGINEER
Date: 1
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PHASE I INSPECTION REPORT
NATIONAL DAM INSPECTION PROGRAM
MARSHALL LAKE DAM
NDI# PA-0O985, PENNDER# 45-52
SECTION 1GENERAL INFORMATION
1.1 Authority.The Dam Inspection Act, Public Law 92-367, authorized the Secretary
of the Army, through the Corps of Engineers, to initiate a program ofinspection of dams throughout the United States.
1.2 Purpose.
The purpose is to determine if tKe dam constitutes a hazard to humanlife or property.1.3 Description of Project.
a. Dam and Appurtenances: Marshall Lake Dam is an earthfill embank-ment approximately 9 feet high and 305 feet long, including spillway. Thespillway is located at the right abutment, consisting of an 80 foot longand 1.5 foot wide concrete weir. The weir intersects the slope of the rightabutment and terminates at a vertical concrete endwall on the earthfilldam embankment. The outlet works consist of a 24-inch diameter steel pipewith no visible upstream or downstream controls.
b. Location: Marshall Lake Dam is located on Pond Creek in Smith-field Township, Monroe County, 300 feet northeast of the intersection ofState Route 402 with U.S. (business) Route 209, within the community ofMarshalls Creek, Pennsylvania. The dam and reservoir are contained withinthe East Stroudsburg and Bushkill, Pennsylvania 7.5 minute series USGSQuadrangle maps, at Latitude N41 02'35" and Longitude W75 07'38". ALocation Map is shown in Exhibit E-I.
c. Size Classification: Small (8.9 feet high, 62-acre feet storagecapacity at top of dam).
d. Hazard Classification: High (see paragraph 3.1e).
e. Ownership: Richard C. MacDonough, Marshalls Creek, Pennsylvania18335.
f. Purpose of Dam: The original purpose of the impounded water wasfor ice harvesting. Presently, the lake is used for recreation.
I
g. Desjjn and Construction History: Information related to thedesign and construction ofte dýam-is not available, Data obtained fromthe Pennsylvania Department of Environmental Resources (PENNDER) indicate
that tie dam was constructed around 1904 t.o 1909. Althocgh "as-built"drawings are not available, inspection reports, correspondence and photo-graphs document the condition of the dam since 1919, This information ison "file with PENNDER.
h. Normal Operational Procedure: The pool is maintained at thespillway crest elevation with excess inflow discharging over the spillwayinto Pond Creek. The existing outlet works is presently inoperable.
1.4 Pertinent Data.
a. Drainage Area: (square miles) 7.88
b. Discharge at Damsitc: (cfs)Maximum known flood at damsite since construction Not KnownOutlet works at maximum pool elevation(Presently inoperative) Not ApplicableSpillway capacity at miaximum pool elevation
Design Conditions Not KnownExisting Conditions 56O
c. Elevation: (feet above msl) See paragraph 3.1a for datum.Top of Dam
Design Conditions Not KnowoExisting Conditions (Lowest point) 471.8
Maximum PoolDesign Conditions Not KnownExisting Conditions 471.8
Normal pool (spillway crest) 410.2Upstream invert outlet works Not KnownDownstream invert outlet works 46Z.9Streambed at toe of dam 462.9
d. Reservoir Let)_gtj: (feet)Normal Pool 3700Maximum Pool (at top of dam) 3800
e. Storage.: (acre feet)Normal Pool 40Maximum Pool
Design Conditions Not KnownExisting Conditions 62
f. Reservoir Surface: (acres)Normal Pool 11
Maximum PoolDesign Conditions Not KnownExisting Conditions 12
2_ _ _ __-.. . * ~ -.
Dam"Ty-pe - Earth Fill EmbankmentLength (feet) (excluding spillway) 225Height (feet) 8.9Top Width (feet)
Design Conditions Not KnownExisting Conditions - (varies from 9' at left abutment to
14' at the right abutment),Side slopes - (Upstream vary; steepest slope IV:2.2H. Downstream
vary from 1V:2H (left abutment) to 1V:3.1H nearZoningthe right abutment). NZoning Not Known
Cut-off Not KnownImpervious Core Not Known IGrout Curtain Not Known
h. Diversion and Regulating Tunnel: None
t • i,,Type - Broad crested weir, having a trapezoidal cross sectional
area.Length of Weir (feet)Upstream Channel - Adverse sloping earthen channel into the
reservoir.Downstream Channel - Riprapped apron followed by an earthen
channel, paralleling the toe of the dam to
j, Outlet Works:
Type - 24 inch diameter steel pipe with upstream control.Length (feet) 35 (approximately)Closure and Regulating Facilities - A wooden gate (reported by
owner). No hoisting deviceis visible.
Access Assumed to be by diving
3
SECTION 2ENGINEERING DATA
2.1 Design.
a. Data Available: There is no available information related tothe 6absign and construction of the dam. The earliest information availableconsists of a 1919 report, accompanied with a sketch and photographs,prepared by the Water Supply Commission of Pennsylvania. InspectionReports accompanied with photographs depict the condition of the dam in1920 and 1966 and are on file with PENNDER.
b. Design Features:(1) Dam: The dam is an earthfill embankment with varied upstreamn
and downstream seeded slopes. The steepest upstream slope is I Verticalon 2.2 Horizontal (1V:2.2H). The downstream slope varies from 1V:2H onthe left abutment to 1V:3.1H near the right abutment. The total length ofthe earth embankmentt is 225 feet and the width of its crest varies from 9feet at the left abutment to 14 feet at the right abutment. The maximumheight of the embankment is 8.9 feet.
(2) Appurtenant Structures:
(a) Spillway: The spillway is an 80-foot long and 1.5 footwide concrete weir, located on the right abutment. A 24-foot long verticalconcrete endwall retains the earth embankment at the junction with theleft end of the spillway. The endwall is 2.8 feet high at the spillwaycrest and 2 feet thick at the bottom, narrowing to approximately one footwide at the top of the earth embankment. The right end of the spillwayterminates at the natural bank of the right abutment, forming a trape-zoidal cross sectional area. Upstream of the concrete weir the earthlined spillway bottom slopes downward into the reservoir, forming a shortapproach channel with an adverse slope. Immediately downstream of theweir the spillway channel bottom is flush with the top of the concreteweir, sloping 15% in a downstream direction, perpendicular to the weir,along a distance of 30 feet. The first 10 feet of the spillway chanreladjacent to the concrete weir, is lined with concrete grouted riprap fora total width of 80 feet. Approximately 30 feet downstream of the concreteweir the spillway channel narrows from 80 feet to a 20 foot wide outletchannel, bends sharply to the left and following in a southwesterlydirection, paralleling the toe of the dam, to the streambed of Pond Creek.
(b) Outlet Works: The outlet works, consisting originallyof a square culvert with an upstream control, is located at the maximumsection of the dam near the left abutment. The present visible outletat the toe of the dam is a 24-inch diameter steel pipe, terminating witha vertical concrete endwall (see Exhibit A-3, Appendix A).
(c) Ice House and Chute: Between 1904 and 1920, an icehouse was located on the right abutment, immediately to the right of thespillway. A wooden chute across the spillway was used to facilitatestoring and loading ice blocks (see Exhibit E-2, Appendix E).
i4A]
- . .. .. . .. .. . . . . .e. .: . . . - .• , • -• . .. .:
J 2.2 Construction Records.4 There are no records available for evaluation of construction methods
and the classification or quality of materials placed in the dam.
2.3 Operation.
There are no records available to indicate the past operation pro-cedures for the dam. The present normal operation of the facility isdescribed in paragraph 1.3h, Section 1.
2.4 Other Investigations.
Available information indicates that on-site inspections were made"in April 1919, June 1920 and April 1966. Deficiencies observed in 1919indicated that the top of the embankment was irregular and containedseveral low points on the crest of the dam, the lowest of which was onlyonie foot highe- than the spillway crest. The dam was also found "badlyin need of repair". On June 3, 1919, the previous owners of the dam(R.D. Hoffman & Sons) were notified by the Pennsylvania Water Supply ACommission of the deficiencies observed in the dam, as quoted below:
"The s-ilZ way is inadequate tc discharge ý,,axixinmw "loods, the rig"-butment is not in satisfacto2.- condi tion, the e2bankment is irreaular
and lower in places than the tvr of the spillwa-, abutments. TheCo?-mission, therefore, directs that the dar' be re:.aired and strengthened.4i a subs-,antiaZ manner by inceasing the capaciv: of the spillway toprovide for a flow o.f 2,000 cub-c feet -er second (it now has a car-,acit.of about 92'5 second-feet); con~fining the s,-iZlwal. by substantial abutmen7stean•d bp ra'sing the enbankment pthe tc,- of the abutments and providin
a i on • slope downstream.
2.5 Evaluation. A
a. Availability of Data: Engineering data were extracted from thefiles of PENNDER. The owner stated that he has no plans of the dam norinformation related to its construction.
b. Adequacy: In the absence of plans, engineering specificationsand construction records, assessment of the structural integrity of thedam and its safety must be based on the combination of available citeddata, visual inspection, performnance history, as well as the hydrologicand hydraulic analysis (see Section 5).
c. Validity: There is no reason to question the validity of theavailable data.
54* ,. .. *,
SECTION 37 VISUAL INSPECTION
3.1 Observations.
a. General: The overall appearance of the dam and spillway is poor.,Deficiencie-s observed during the field inspection are noted on the General . ,..
Plan, Exhibit A-1 and are-described in the subsequent paragraphs. The,.profile and typical sections of the dam are presented in Exhibits A-2 andA-3 and are based on field survey made on the day of the inspection. Thesurve-, datum for this inspection is elevation 469 above oean sea level, 'adisc in the wingwall of State RTE 402 bridge over Pond Creek. On theinspection date (11/25/1980), the 13ke level was 0.1 foot above the spill-..way crest. Visible features of the dam and appurtenant structures aredepicted in photographs presented in Appendix C.
b. Embankment: Observations made during the field inspection reveala heavy growth of trees and brush on top of the dam, on the downstreamslope and at the'toe of the dam (see photographs 1,2,4 and 6, Appendix C)..The crest width varies from 9 feet at the left abutment to 14 feet nearthe spillway endwall on the right abutment. The top of dam elevationsvary as indicated in Exhibit A-2. The lowest top of'dam elevation is471.8, which is 1.6 feet higher than the spillway crest .and is locatednear the left abutment. The top;.of dam elevation on the right-abutment,at the junction between the embankment and spillway endwall, -is 472.1,which is 0.9 foot lower than the top of the left spillway en.dwall. Theupstream slope of the embankment above the lake level is covered byvegetation, with no visible erosion (see Photograph 1, Appendix C). Theupstream slope varies, with the steepest slope being 1V:2.2H. The down-stream slope varies from IV:2H at the left abutment to 'V:3.1H at theright abutment. There was no visible seepage at the toe of the embank-ment or leakage through or around the spillway and outlet works endwalls.
c. Appurtenant Structures:
1. Spillway: The spillway design features are described inparagraph 2.1b.(2)(a). The appearance of the spillway is very poor, asillustrated in photographs 2, 8 and 9, Appendix C. A sand bar near theleft end of the spillway forms an oblong shaped island, resulting individed flow within the spillway outlet channel (see photographs' 8 and 9,Appensix C). Approximately 30 feet downstream of the 80 foot long con- icrete weir, the spillway outlet channel bends sharply to the left andnarrows from an 80 foot wide channel to a 20-foot-wide channel. I
There was no evidence of bank erosion in the spillway outlet channelthroughout its entire alignment. A small pear-shaped island is locatednear the junction of the spillway outlet channel and Pond Creek, down-stream of the dam (see Exhibit A-1 and Photographs 4 and 5, Appendix C).
2. Outlet Works: The outlet works design features are describedin paragraph 2.Ib.(2)(b). The outlet of the 24-inch diameter steel pipewas submerged on the day of the inspection (see Outlet Works Section,Exhibit A-3 and Photograph 6, Appendix C). The concrete endwall terminalstructure appears to be in good condition. There was no visible hoistingmechanism nor means of access to the reported upstream wooden gate at theinlet to the 24-inch diameter pipe.
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d. Reservoir Area: The Pond Creek watershed is predominantly wooded,rising from elevation 720 to elevation 1,120 along Big Ridge, 3.5 milesnortheast of the dam. Pond Creek is flowing in a southwesterly directionjust north of U.S. RTE 209 and adjacent to the southern limits of thedrainage divide. The creek is characterized by flat slopes and narrowflood plain, as indicated by the oblong shapes of Marshall Lake and theRakes Dam Reservoir, located one mile upstream of the Marshall Lake Dam.Marshall Lake narrows from an approximate width of 250 feet, within thefirst 1100 feet upstream of the dam,.to a 40-foot wide stretch, terminatingat the first road intersection with U.S. RTE 209 and anproximately 3700feet upstream of the dam. A small masonry dam (6-feet-high) with a 15-footlong spillway is located immediately upstream of the road intersection(see Exhibit E-1). On the day of the inspection, the head over the spillwaywas 0.3 foot with a free overflow into the inlet of Marshall Lake. Inflowinto Marshall Lake is affected by existing impoundments and swamps upstreamof Rakes Dam (NDI No. PA-00993; DER ID No. 45-148). Development around the ?jlake is limited to a few residences along the lake shore. Seasonal resortareas are located some 300 feet north of the right shoreline; as shown inExhibit E-1, Appendix E. The slope along the right shoreline varies from.20% to 32% at the right abutment. The toe of an abandoned railroad grade". forms the left shoreline of the lake (see Exhibit A-I, Appendix A). The"southern drainage divide parallels the railroad grade, at a distance ofapproximately 500 feet south of the lake shore. The slope be,,leen thedrainage divide and the railroad grade is generally milI 'iith ,c,.sion,,i lysteeper slopes south of U.S. RTE 209. The impoundment of the small masonrydam at the inlet of Marshall Lake serves as a sediment trap, as evidencedby the small sandbar island upstream of the lake inlet. There is noevidence of slides or slope creep around Marshall Lake that can affect thesafety of the dam. Pertinent geologic features are presented in Exhibit .i
F, Appendix F.
e. Downstream Channel: Immediately downstream of the dam, the leftbank of Pond Creek consists of an abandoned railroad grade with nearvertical stone wall protection (see Photograph 5, Appendix C). The rail-road grade is presently serving as a private drive with an access to StateRTE 402, immediately south of the bridge abutment (see Exhibit A-1 andPhotograph 10, Appendix C). On the inspection date, the water surface inPond Creek was approximately one-foot below the top of its right bank.The flood plain of Pond Creek, between the dam and State RTE 402, is 150feet wide, extending from the right bank of the creek to the drainagedivide and is a well maintained meadow (see Exhibit A-I and Photograph 10and 11, Appendix C).
Two 2-story frame houses are located in the flood plain approximately 4230 feet below the dam (see Photograph 11, Appensix C). The lowest firstfloor elevation of these homes is 4 feet above the streambed. A red brickbuilding, housing a General Store and a bar, is located on the left bankof the creek, immediately downstream of State RTE 402 (see Photograph 10,Appendix C). The wall adjacent to the creek forms a vertical left bank.
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............. .............. ... .....
The top of: the right' bank, oppodsite the General St~ore,:.is 3 feet above the
streembed- whe Oeas th'e floor-level of the bar is 5 feet above streambed.-owstream. of th1eea Soes thp, top of the left hank is 5 feet above
streabed.o Te lod- plain on *te left ýbankV is' risinggetyoeft
along a 100-foot distamice prpeiiCn I 'ar : t the s~tnrn.~ to US ausiness RTE
209, beyo~id Which the flood pl-ain'.of :Pond Cre oncides, wi th the flood
pladi h of MarshallI Creek,. downstream of the -con~fluenceO'~both creeks. A, ...
total ofurres~idenices and eight busilhess- establishmns,- i ncl udi ng .a
post office, are loate bten teoefMasllLke 'airm ind the6
confluence. of Pond Creek with MarthallCreek, 1000 feet downs~tream of the '
dam. The s~urv'ey of downstrean, conditions indicates'that more than a few
lives can beIostt and signi~fi~cant pr'operty damage incurred should,,the dam
fail. when the, cited srcue aeocpied. Consequently, Mars hall Lake
Dam. is classified as a hi~gh hazard structure. ,
A1
8IU, 1x
SECTION 4OPERATIONAL PROCEDURES .1
4.3,' Normal Operat!ing Procedure.
., The reservoir is maintained at normal pool level with the excess inflow ..discharging over the spi.liway"into, the downstream channel. The upstreamcontrol for the outlet pipe was not visible and does not appear operational.
4.2 Maintenance of Dam.
Maintenance-activities by the. present owner appear to be limited tothe moWing of.grass on the portion of the embankment adjacent tO the leftabutment (see Photographs 1, 5 and 6, Appendix C). Large trees on top ofthe-dam and on its downstream slope, as well as trees and brush in thespillway outlet channel, were noted in the 1966'inspection report. Sinceremoval of the large trees from the dam proper was considered to be detri-mental to the safety of the dam, the present owner of the dam was instructedon 9/16/1966 to remove trees and brush from the ,pillway (wasteway) channel.The condition of the spillway channel on 11/25/d0 are shown in Photographs2, 8 and 9, Appendix C. The condition of the earth embankment is illus-trated in photographs 1, 4, 5 and 6, Appendix C.
4.3 Maintenance of Operating Facilities.
The condition of the upstream operating facilities for the outletpipe could not be verified during the site inspection. Previous reportsindicate the existence of a wooden gate at the intake of the outlet works.The present owner has had no occasion to operate the gate.
4.4 Warhing System in Effect.
TherE is no emergency operation and warning system in effect at thepresent time. ,
4.5 Evaluation.The present maintenance of the dam and appurtenant structures is
inadequate. Upon the removal of all trers and brush from the earth embank-ment and the debris in the spillway outlet channel, the owner should"institute regularly scheduled maintenance inspections. Verification of theoperable conditions of the outlet works is necessary to enable loweringthe level of the reservoir in emergencies.
Institution of a surveillance program and a warning system is necessaryshould adverse conditions develop at the dam. A formal' plan for an orderlyevacuation of the downstream population is required to prevent loss of lifeshould the dam fail.
9
SECTION 5HYDROLOGY AND HYDRAULICS
5. 1 Design Data..
In a 1919 Report of the' Pennsylvania Water Supply Commission on the-condition of Marshall Lake Dam, the required spillway design capacity forthe reported 10 square-mile drainage area was 2,000 cfs (cubic feet perSsecond);'whereas the capacity of the spillway was found to be 925 cfs (seeparagraph 2.4). The computed spillway capacity in the 1919 Report was
..based on a spillway length of 75 feet and available head of 2.58 feet,resulting in a spillway discharge coefficient of 3.06. Hydraulic analysis
.presentedin Appendix D employed "critical depth" conditions at the spill-way crest for ,a trapezoidal cross sectional area of an 80-foot long spill-way, whichbetter represents the conditions of the constructed spillway.The computed total drainage area above Marshall-Lake Dam is 7.88 square* miles.
5.2 Experience Data.
The probable flood of record in Pond Creek is the August 1955 flood.Flood stages or flow records at the damsite consist of the followingreported observations:
a. The owner reported that State Route 402, downstream of the dam,,was overtopped during the August 1955 flood, but that the dam was notovertopped during that flood.
b. Correspondence (3/18/1916, PENNDER files) related to the MeadowLake Dair (NDI #PA-00628, PENNDER #45-47), located upstream of Marshall LakeDam, indicates the following:
* . ". .es .i ] . viet. reoorded s orm .rior to 1 16 'z s th w• f 6i 31,"• J 710rý
7. 1 .7o d c- weipthz.r ~'7 oz oe recc% 'iaz' ý1: K uoto 3ku... .... .. . :,. O ,5• • ,nah~ ,, .. ...
5.3 Visual_...Observations.
• Based on the visual inspection and field survey described in Section 3of .this report, the observations relevant to hydrology and hydraulics areSev.al uated bel1ow: , " "
a. Embankment: The present low point on top of the dam is at eleva-ton 471.8, or 1.6 feet above •thespiVlway crest elevation. The available
Shead of 2.58 feet over the sp'i-llway.,,reported in 1919 (see paragraph 5.1),implies that the top of the dam was approximately at elevation 472.8. The
variation in dam crest elevation shown in Exhibit A-2, Appendix A, is basedon a field survey conducted during the November 25, 1980 inspection. Dis-charge capacity over the dam crest .we,re computed, starting at the low pointon the crest and accounting for the aforementioned variation in the damcrest elevations. The methodology used for the overtopping analysis andthe computations are presented in Appendix D.
10
b. Spillway: The spillway crest is at elevation 47 "..2 and the topof the spiliway endwall at the right end of the embankment is at elevation473. Therefore, should the top of the dam crest be raised to elevation473, the available head over the spillway crest could be increased fromthe present 1.6 feet (see paragraph 5.3a) to 2.8 feet. The length of the Ispillway crest is 80 feet, or 5 feet longer than previously reported (seeparagraph 5.1). The adverse slope upstream of the concrete weir and thesteep slope of the spillway channel (15%, see also paragraph 2.1b) down- 3stre•.• of the weir, insure that the spillway discharge capacity is con-trollea by the spillway crest. Spillway discharge computations are basedon "critical depth" conditions of the trapezoidal cross sectional areaalong the spillway crest, bounded by the vertical spillway endwall at theleft end of the spillway, and the natural bank at the right end of thespillway (see Exhibit A-2). Should the top of the dam be restored toelevation 473 throughout its entire length, the maximum capacity of thespillway will increase from the present 560 cfs (cubic foot per second)to approximately 1,240cfs. The drainage divide between Marshall Creekand the spillway outlet channel of the dam is 1.5 feet higher than theleft bank of Marshal•l Creek. The drainage area of Marshall Creek at thespillway outlet channel is approximately 12 square miles, whereas that ofPond Creek at the damsite.:is 7.88 square miles. Consequently, when theflood stage in Marshall Creek is 1.5 feet above its left bank, overbankflow from Marshall Creek augments the spillway discharge into Pond Creekupstream of State RTE 402 bridge. Conversely, if the water surface atthe bend in the spillway outlet channel reaches the elevation of thedrainage divide prior to overbank flow conditions in Marshall Creek,discharge from the reservoir into Marshall Creek can be realized. Theobserved sand bar in the spillway channel most likely resulted by deposi-tion of sediments due to backwater effect from the downstream bridge.The existence of the sand bar and the absence of left bank erosion inMarshall Creek support the assumption that overbank flows in MarshallCreek into Pond Creek occur before the spillway discharges reach themagnitude that can overtop the right bank of the spillway channel. Thereis no evidence of erosion along the unprotected left bank of the spill-way outlet channel downstream of the sharp bend and along the toe of thedam.
c. Reservoir Area: Inflow into Marshall Lake Dam is affected byexisting upstream impoundments and swamps (see Paragraph 3.1d). It wasjudged that routing floods through Rakes Dam (NDI No. PA-00993), shownin Exhibit E-1, would account for the effects of the watershed conditionson the inflow into Marshall Lake Dam. There are no visible indications tosuggest drastic changes in the prevailing land use within the watershedwhich would significantly alter the hydrologic and hydraulic analysis,summarized in paragraph 5.5.
d. Downstream Conditions: Tailwater conditions resulting from lessthan 0.5 PMF flood flows through and over Pond Creek Bridge at State RTE402 (see paragraph 3.1e) will not significantly affect the discharge atthe dam. Consequently, backwater from the bridge resulting from floodflows in Pond Creek would not affect the overtopping analysis presentedin Appendix D. The combined effect of Marshall Creek and Pond Creek
S1*A
flood flows on the tallwater conditions was not considered in the analysis.Since the hazard area is in close proximity to the dam, the storage effectwithin the short stretch of the flood plain between the dam and the hazardarea is not sufficient to alter the rate of flow computed at the dam site.More than a few lives can be lost and significant property damage incurredshould the dam fail. Consequently, Marshall Lake Dam is classified as azhigh hazard structure.
5.4 Method of Ana lysi~s_.
Hydrologic and hydraulic evaluation was made in accordance with theprocedures and guidelines established by the U.S. Army, Corps of Engineers,Baltimore District, Phase I Safety Inspection of Dams. The analysis hasbeen performed utilizing the HEC-IDB program developed by the U.S. ArmyCorps of Engineers, Hydrologic Engineering Center, Davis, California. Abrief description of program capabilities, as well as the input and outputdata used specifically for this analysis, is presented in Appendix D.
5.5 Summary of Analysis.a. Spillway Design Flood (SDF): According to Lriteria established
by the Office of the Chief of Engineers (OCE), the Spillway Design Flood(SDF) for the size (small) and Hazard potential (high) of Marshall LakeDam is between one-half Probable Maximum Flood (1/2 PMF) and the full -iPMF. Because of the small storage capacity of the reservoir and becausethe dam would be submerged by backwater for flows greater than the 1/2PMF, the 1/2 PMF is selected as the SDF for the Marshall Lake Dam. Thecomputed 1/2 PMF is 6662 cfs.
b. Results of Analysis: Pertinent results are tabulated in AppendixD. The analysis reveals that under the prevailing top of dam elevations,the present capacity of the spillway is 540 cfs (cubic feet per second), orapproximately 4%10 of the PMF. Should the top of the dam be restored to thetop of the spillway endwall (elevation 473), the present capacity of thespillway will increase from 540 cfs to 1,240 cfs, or the approximate equi-valent of 100% of the PMF. I
Overtopping analysis using the HEC-IDB indicates that the 1/2 PMFwould overtop the dam by 3.6 feet. It is assumed that if the dam is over-topped by more than 1.0-foot for a significant duration of time, erosionand failure will occur. Dam breach analyses were performed for 0.2 PMF, 1the assumed minimum flow which would cause failure, and 0.5 PMF, the SDF.Trial breach widths of 20 feet and 40 feet were used in the analysis with
the bottom of the breach being the natural streambed.The results of the breach analyses indicate that the maximum outflow
at failure for the 0.2 PMF would be approximately 4680 cfs. When thisflow is routed downstream to the first group of dwellings, the flood stageis increased by approximately 1.0 foot over the water surface that wouldhave occurred had the dam not failed. For the lower reach studied, anincreased flood stage of 1.7 feet was calculated. This increase in floodstage constitutes a serious hazard to property and loss of life downstreamof the dam. A summary of computer analz.ses is tabulated at the end of
Appendix D.
12
c. Spillwj, Adequacy: Because the occurrPnce of flows less than the1/2 PMF may causa failure of the dam due to o)vertopping and therebyincrease the hazard to life and property downstream, the spillway isconsidered to be seriously inadequate.
13)
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Ii13 I
SECTION 6EVALUATION OF STRUCTURAL STABILITY
6.1 Visual Observations.
The visual inspection of Marshall Lake Danm is described in Section 3.Observations relevant to the dam's structural stability are evaluatedbelow:
a. Dam: There were no signs of immediate structural instabilityobserved d-uring the inspection. Continued groýwth of trees on the dam mayeventually promote piping through root holes in the embankment.
b, Appurtenant Structures:
(1) Spillway: The spillway, in spite of its poor general appear-ance, has no serious deficiencies. Continued deterioration of tha spillwayendwall may result in structural instability of the dam.
(2) Outlet Works: The outlet works were submerged at the time ofinspection and cannot be evaluated.
6.2 Design and Construction Data.
There are no documented design or construction data,
6.3 Past Performance.
The dam has performed adequately in the past. No documentation regard-ing overtopping of the dam was available.
6.4 Stability.
a. Static: The dam is considered to be stablc' under static loading Aconditions.
b. Seismic: The dam is located in seismic zoie 1. In this zone, ifthe dain has adequate strucLural stability under static conditions, it isassumed to be able to withstand the minor seismic forces expected in thiszone.
14
- -\ --. - ~ ; -*i*~ .. " . - ~ ~ {
-- .SECTION 7
ASSESSMENT AND RECOMMENDATIONS FOR REMEDIAL MEASURES
7.1 Dam Assessmeot.
a. Safet:
(1) Based on visual inspection, Marshall Lake Dam is judged to bein poor condition. Based on the location of t',e downstream dwellings andthe fact that more than a few lives could be lost should the dam f.il, thedam is classified as a high hazard structure. The criteria establihed forthese studies require that the dam pass an SDF of between a 1/2 PMF a,'A thefull PMF. Based on the small size and storage capacity of the facility, itis judged that the SDF of 1/2 PMF is appropriato for the Marshall Lake D~m.Under the present conditions, the spillway will pass approximately 4 pi!..entof the PMF without overtopping the dam. As the spillway cannot pass the 1/2I. PMF without overtopping the dam; and since overtopping at less then 1/2 PMFwould cause failure which would significantly increase hazard to loss of lifedownstream, the spillway is seriously inadequate and the facility is ratedunsafe, non-emergency.
- (2) The condition of the outlet works coold not be inspected asit was submerged. Ready access to an operable gate or other method of draw-ing down the reservoir level during emergencies is required.
(3) There is no emergency warning or evacuation plan for thedownstream population.
(4) Maintenance of the dam is limited to the left end of theembankment, between the left abutment and the outlet works.
b. Adequacy of Information: The data collected from previously citeddam inspection reports, past performance, visual inspection and computationsperformed as part of this study are sufficient for Phase I Dam SafetyAssessment.
implemented immediately.
d. Necessity for Further Investigations: In order to accomplishsome of the remedial measures outlined in paragraph 7.2, further investi-gation by a Professional Engineer, experienced in the design and construc-tion of dams, will be necessary.
7.2 Recommendations and Remedial Measures.
a. The following investigation and remedial measures are recommendedfor immediate implementation by the owner. All investigations and design
15
of remedial measures should be performed under the direction of a Profess-ional Engineer, experienced in the design and construction of dams.
(1) Perform additional hydrologic and hydraulic analyses to moreaccurately determine the required spillway capacity for the Marshall LakeDam. Design and construct a spillway that will pass the required SDFwithout ove:-topping the darn.
(2) Remove the trees from the embarkment and the sandbar fromthe spillway channel.
(3) Locate and operate the submerged outlet works gate, orprovide other emergency means of drawing down the reservoir. If the gateis operable, observe tne conditions at the toe when the outlet pipe is sub-jected to pressure fh.. Take appropirate action as necessary.
b. In additijn, it is recommended that the owner ti.ke the followingprecautionary operational and maintenance measures:
(1) Develop a detailed emergency operation procedure and warningsystem to facilitate timely and orderly evacuation of the downstream popu-lation if any hazardous conditions at the dam are observed.
(L) When warnings of a storm of major proportions are given by jthe National Weather Service, activate the emergency operation and warningsystem procedures.
(3) After satisfactory implementation of the remedial measuresresulting from the recommended additional investigations, institute aformal inspection and maintenance program for the dam. As presentlyrequired by the Bureau of Dams and Waterway Management of PENNDER, theprogram shall include an annual inspection of the dam by a ProfessionalEngineer, experienced in the design and construction of dams. Deficien-cies found during annual inspections should be remedied as necessary.
16A
16
APPENDIX A
b VISUAL INSPECTION - CHECKLIST AND FIELD SKETCHES
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ENGINEERING DATA - CHECKLIST
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ENGINEERING DATA
SiZEFDRANAGEREA. 7.88 square miles
ELE ATIN TP N RMA QL, 47.2 STORAGE CAPACITY 40 Acre- FeetELEVTIONTOPNORML PO - 70.
ELEVATION TOP FLOOD CONTROL POOL _NA STORAGE CAPACITY. NA
ELEVATION MAXIMUM DESIGN POOL. Unknown STORAGE CAPACITYý Unknown
ELEVATiON TOP DAM: 471.8 STORAGE CAPACITY: 62 Ac~re-Feet
SPILLWAY DATA
CREST ELEVATION: 47.
TYPE: Concrete Weir
CREST LENGTH: 80 feet
SPILLOVER LOCATION:RihtAumn
dNUMBER AND TYPE OF GATES. None
OUTLET WORKSTYPE:24-inch diameter steel pipe
LOCAION: Near Left Abutment
ENTRANCE INVERTS: Unknown
EXIT INVERTS:46.
EMERGENCY DRAWDOWN FACILITIES: Reported wooden gate at inlet. Methodof hoisting, access and operable con-
.V dition of facilities were not verified.HYDROMETEOROLOGICAL GAGES
TYPE: Nn
LOCATION: None
RECORDS. None
MAXIMUM NON-DAMAGING DISCHARGE: 560 cfs (computed)
PAGE 5OF 5
APPENDIX C
PHOTOGRAPHS
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HYDROLOGY AND HYDRAULICS
IIIIIII' ____
SUINARY DESCRIPTIONOF
FLOOD HYDROGRAPH PACKAGE (IIEC-1)MAN SAFETY INVESTI] GATIO NS
The hydrologic and hydraulic evaluat ion for this inspec-tion report has employed computer tQechn iques using t)he Corpsof rngineers computer program identified as the. Flood Hydro-graph Package (HEC-l) Dam Safety Version.
The program has been designed to enable the user to performtwo basic types of hydrologic analyses: (1) the evaluation ofthe over-topping potential of, the dam, and (2) estimate thedownstream hydrologic-hydraulic consequences resulting fromassumed structural failures of the dam. A brief summary ofthe computation procedures typically used in the dam over-topping analysis is shown below.
- Development of an inflow hydrograph to the reservoir.
- Routing of the inflow hydrograph(s) through the reser-voir to determine if the event(s) analyzed would over-top the dam.
Routing of the outflow hydrograph(s) of the reservoirto desired downstream locations. The results providethe peak discharge, time of the peak discharge andmaximum stage of each routed hydrograph at the outletof the reach.
The output data provided by this program permits the com-parison of downstream conditions just prior to a breach failurewith that after a breach failure and the determination as towhether or not there is a significant increase in the hazardto loss of lire as a result of such a failure.
The results of the studics conducted for this report arcpresented in Section S.
For detailed inflormat ion regarding this program, refer tothe Users Manual for the F:lood IIydrograph Ilackage (lIMC-), DamS' l'cty Invest igat ion s plrepaired by ti he Hlydrologic 1:11gi, 'ecring(Cll t.elr, I). S. Arm>'y Corjs of l •gii n *se , lDav is, Ca Ii lo rn ia .
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APPENDIX'EI
E XHIBITS
EAST STROUDSBURG, PA>1 I\\ /?
PHOTOREVISED 1968 AND 19) 1 7
"' ~ / IBUSHKILL, PA. -N.J.!)!* ~ ~ ~ ii" 2N4 100 W 1500//1,&
/194111010 11 1/11 'd AfiIi
', 10( f.
b-
K //w
Lei
A
o9 4)'qRKSDMe
/%77 <.
ta MARSHALL LAKE DAM
A) '1 A 4,.X cz9W (.2 ?k~ X. ).x
I I ~EXHIBIT E-
d~ \fl~~ ii ; IREGIONAL VICINITY MAP
CENTROID OF DRAINAGE AREAI .
...
46,41.,
LOKUTLE CHANREAM TOWAR RIGHTP ABUTELOTI
[ 8HCW~~~PILLW OUEANDCHT
CONDTION ON AY 8 191 EXHIBT E-
77-77
DOWNSTREAM SLOPE AT LEFT END
DAM
CONDITIONS ON MAY B. 1919
EXHIBIT E-3
EIVI
APPENDIX F4
GEOLOGY*
S.. . . • •-- ...... ! | • • -- • - 'a - •- " .. T ---
MARSHALL LAKE DAM
APPENDIX F
GEOLOGY
The Marshall Lake Dam lies within Monroe County and is part of the Pocono
Plateau Section in the Appalachian Plateau Province. The principal bed-
rock unit is the Marcellus Formation of the Devonian Age. The soils
underlying and surrounding the site consists of glacial deposits. The
entire area lies within the Wisconsin and Moraine and is covered by aL variety of glacial deposits.
[F The Marcellus Formation is a dark gray to black shale which underlies
the broad valley of Marshalls Creek. One outcrop of the shale could be
seen on the right abutment where the foundation of the old ice house was
located. The rocks generally have a low to moderate dip and a regional
N55 0 E strike.
The glacial deposits are ice-contact stratified drift with the associatedland forms such as kame terraces, etc. A kame terrace has been mapped
downstream from the dam. This kame terrace is made up mostly of sand and
gravels. Recent alluvial material is mapped along the streams that con-
verge below the dam. Only a thin mantel of glacial material covers bed-
rock around and under the reservoir. This has been estimated to be less
than three feet in thickness.
Bucek, Mikna F, "SurficiaZ GeoZogy of the East Stroudsburg 74 MinuteQuadrangle Monroe County, Pen.nsylvania". Pennsylvania Geologic SurveyHarrisburg, Pa. 1981.
JF-i
------ =----
A 0 ' I, 'U/
( ~'7
2 .0I~.* ~~ ' L~,KL0.. . .. .. .
SCAL 1 2400
I -J
MAR0HAL LAKEVDAM
PHS IC INSPETION EPOR
GEOLOIC MA ALEGENDNOBTAINE FRO OPE MAHNTNG OMATSALONEDA
MA MAR PELLULANI 1ORMATIONI BEDOCP1PA. TOPODAPHINIAN
GEOLOGIC MAPEY DATDEGED MARHAL LAKE, DAM1
GEOOGI SURVEYa DATED~s 1960.
I HARRISBURG. PA
EXBV
