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7 AD-A099 261 DAPOLONIA CONSULTING ENGINEERS INC PITTSBURGH PA F/6 13/13
NATIONAL DAM INSPECTION PROGRAM. CHAMBERLAIN POND DAM (Not I 0 --ETC(U)
MAR 81 L D ANDERSEN OACW31-81-C 0014
UNCLASSIFIED NL
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9PREFACE
This report is prepared under guidance contained in the RecommendedGuidelines for Safety Inspection of Dams, for Phase I Investigations.Copies of these guidelines may be obtained from the Department of theArmy, Office of Chief of Engineers, Washington, D.C. 20314.
The purpose of a Phase I investigation is to identify expeditiouslythose dams which may pose hazards to human life or property. Theassessment of the general condition of the dam is based upon visualobservations and review of available data. Detailed investigations andanalyses involving topographic mapping, subsurface investigations,material testing, and detailed computational evaluations are beyond thescope of a Phase I investigation; however, the inspection is intended toidentify any need for such studies which should be performed by theowner.
I
In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditions at the
time of inspection along with data available to the inspection team. Incases where the reservoir was lowered or drained prior to inspection,such action, while improving the stability of the dam, removes thenormal load on the structure and may obscure certain conditions whichmight otherwise be detectable if inspected under the normal operatingenvironment of the structure.
It is important to note that the condition of the dam depends on numerousand constantly changing internal and external factors which are evolu-tionary in nature. It would be incorrect to assume that the presentcondition of the dam will continue to represent the condition of the damat some point in the future. Only through frequent inspections canunsafe conditions be detected and only through continued care andmaintenance can these conditions be prevented 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 reasonably possible storm runoff), or fractionsthereof. The spillway design flood provides a measure of relativespillway capacity and serves as an aid in determining the need for moredetailed hydrologic and hydraulic studies, considering the size of thedam, its general condition and the downstream damage potential.
The assessment of the conditions and recommendations was made by the U&Iconsulting engineer in accordance with generally and currently accepted3engineering principles and practices.
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PHASE I REPORTNATIONAL DAM INSPECTION PROGRAM
NAME OF DAM: Chamberlain Pond DamSTATE LOCATED: PennsylvaniaCOUNTY LOCATED: WyomingSTREAM: Little Nehoopany Creek, tributary of the Susquehanna RiverSIZE CLASSIFICATION: SmallHAZARD CLASSIFICATION: HighOWNER: Mr. Robert WitlockDATE OF I"PECTION: November 12, 1980 and February 4, 1981
ASSESSMENT: Based on the evaluation of the existing conditions, thecondition of Chamberlain Pond Dam is considered to be unsafe/nonemergencybecause of structural deficiencies and seriously inadequate flooddischarge capacity. The dam is a dry masonry wall backed by an earthfill. The left abutment nonoverflow section appears to have settled,
causing structural cracks in the dam. The stone wall on the downstreamside of this section is bulging and tilting downstream. In view ofthese conditions, the structural stability of the dam is considered tobe questionable, requiring further investigation.
The flood discharge capacity of the dam was evaluated according to therecommended criteria and it was found to pass approximately 20 percentof the Proboble Maximum Flood (PMF) without overtopping the nonoverflowsection of the dam. This capacity is less than the recommended spillwaydesign flood of full PMF. Because the dam cannot pass 50 percent of thePMF and because failure of the dam is considered to significantlyincrease the downstream damage potential compared to that which wouldexist just before failure, the flood discharge capacity of the damis considered to be seriously inadequate.b
The following recommendations should be implemented as soon as possibleor on a continuing basis.
1. The owner should immediately retain a professionalengineer experienced in the design and constructionof dams to initiate additional investigations to moreaccurately ascertain the structural adequacy of thedam to pass the required spillway design floodwithout distrees and to determine the nature andextent of improvements required to provide adequateflood discharge capacity.
2. In conjunction with further evaluation of the dam,causes of the left abutment distress should beinvestigated and necessary corrective steps taken.
3. The ponded water in the spillway plunge pool shouldbe drained and the toe of the dam should be inspected.Repairs should be performed if the structural
ii
Assessment - Chamberlain Pond Dam
stability of the dam is considered to be affectedby the erosion.
4. The structural and operational condition of theoutlet works should be evaluated and necessarymaintenance performed.
5. Seepage through the dry masonry wall should bemonitored and necessary remedial work should be
performed if serious seepage conditions develop.
6. Around-the-clock surveillance should be providedduring unusually heavy runoff and a formal warningsystem developed to alert the downstream residents
Pin the event of emergencies.
7. The owner should develop a formal operating andmaintenance plan and inspect the dam regularlyand perform necessary maintenance.
.wrenceD.An
Lawrrenc D. Andersen ___ _i ENGINEER L w e c . A d r e , P E
ENGINEER .Vice President
".~'SY%.4t 1 % March 19, 1981
4Date
Approved by:
AMES W. PECK " -"
olonel, Corps of Enginders F.District Engineer
Date 2LL 9 /
iii-
= -. ., i, , , AI
NI 1.0. PA-0890DER I I). 066-011INOVEMBFR 12. 1980Uj
Looking Upstream
Loo0king Downstreamii
Ove rview
IV
TABLE OF CONTENTS
PAGE
SECTION I - PROJECT INFORMATION 1
1.1 General 11.2 Description of Project I1.3 Pertinent Data 2
SECTION 2 - DESIGN DATA 4
2.1 Design 42.2 Construction 4
2.3 Operation 52.4 Other Investigations 52.5 Evaluation 5
SECTION 3 - VISUAL INSPECTION 6
3.1 Findings 63.2 Evaluation 7
SECTICtI 4 - OPERATIONAL FEATURES 8
4.1 Procedure 842 Maintenance of the Dam 84.3 Maintenance of Operating Facilities 84.4 Warning System 84.5 Evaluation 8
SECTION 5 - HYIDRAULICS AND HYDROLOGY 9
5.1 Evaluation of Features 9
SECTION 6 - STRUCTURAL STABILITY 11
6.1 Evaouation of Structural Stability 11
SECTION 7 - ASSESSMENT AND RECOMMENDATIONS/PROPOSED REMEDIAL MEASURES 12
7.1 Dam Assessment 127.2 Recomuendations/Remedial Measures 12
v
TABLE OF CONTENTS(Continued)
APPENDIX A - CHECKLIST, VISUAL INSPECTION, PHASE IAPPENDIX B - CHECKLIST, ENGINEERING DATA, DESIGN, CONSTRUCTION,
OPERATION, AND HYDROLOGIC AND HYDRAULIC, PHASE IAPPENDIX C - PHOTOGRAPHSAPPENDIX D - HYDROLOGY AND HYDRAULICS ANALYSESAPPENDIX E - PLATESAPPENDIX F - REGIONAL GEOLOGY
vi
PHASE I REPORTNATIONAL DAM INSPECTION PROGRAM
CHAMBERLAIN POND DAMNDI I.D. PA-0890DER I.D. 066-011
SECTION 1PROJECT INFORMATION
1.1 General
a. Authority. The inspection was performed pursuant to theauthority granted by The National Dam Inspection Act, Public Law92-367, to the Secretary of the Army, through the Corps of Engineers,to conduct inspections of dams throughout the United States.
b. Purpose. The purpose of this inspection is to determine ifthe dam constitutes a hazard to human life or property.
1.2 Description of Project
a. Dam and Appurtenances. Chamberlain Pond Dam consists of a drymasonry wall approximately 100 feet long with a maximum height of 18
feet above the downstream toe of the dam and a crest width of 6 feet.Available records indicate that an earth fill has been placed againstthe upstream side of the dam to a level approximately three to four feetbelow the level of the overflow section. It appears that in conjunctionwith this work a concrete slab was placed on top of the overflow sectionand abutments and a concrete cutoff wall was constructed against theupstream face of the old wall.
A central overflow section 63 feet wide and approximately 4 feet deepconstitutes the flood discharge facilities of the dam. Discharge overthis section fLows into a plunge pool at the toe of the dam and down-stream into the natural stream channel. The outlet works appears to bea two-foot-diameter cast-in-place concrete conduit controlled by a gateon the upstream end. The gate is operated by a stem supported by asteel structure extending above the reservoir water level. This outletsystem is the emergency drawdown facility for the dam.
b. Location. Chamberlain Pond Dam is located (N41" 39.9', W76 °
09.0') on Little Mehoopany Creek, less than one-half mile west of thetown of Jenningsville in Windham Township, Wyoming County, Pennsylvania.Plate I illustrates the location of the dam.
c. Size Classification. Small (based on 18-foot height and 562acre-feet storage capacity at maximum pool).
. ' . ... . " ". ,.', . ,. . .. . ..... ,,, .,. -,. . . . .. : ' .,,l
d. Hazard Classification. The dam is classified to be in the highhazard category. Downstream from the dam, Little Mehoopany Creekflows through the town of Jenningsville, then discharges into JenningsPond (NDI l.D. PA-0891) at a distance of approximately one mile below thedam. Below Chamberlain Pond Dam, approximately five houses, one church,and one general store are considered to be within the potential flood-plain of Little Mehoopany Creek. It is estimated that failure ofChamberlain Pond Dam would cause loss of more than a few lives andappreciable property damage in this area and would potentially result infailure of Jennings Pond Dam.
e. Ownership. Mr. Robert Witlock, R.D. #2, Box 322, Mehoopany,
Pennsylvania 18629.
f. Purpose of Dam. Recreation.
g. Design and Construction History. No information is availableon design and construction of the dam. The dam was first inspected bythe Commonwealth of Pennsylvania in 1919.
h. Normal Operating Procedure. The reservoir is normally main-tained at the crest level of the spillway, Elevation 1055. The inflowoccurring when the lake is at or above the spillway crest level isdischarged through the uncontrolled spillway.
1.3 Pertinent Data. Elevations referred to in this and subsequentsections of the report were calculated based on field measurementsassuming the spillway crest to be at Elevation 1055 (USGS Datum) whichis the normal pool elevation shown on the USGS 7.5-minute Jenningsvillequadrangle.
a. Drainage Area 5.7 square miles
b. Discharge at Dam Site (cfs)
Maximum known flood at dam site UnknownOutlet conduit at maximum pool UnknownGated spillway capacity at maximum pool Not applicableUngated spillway capacity at maximum pool 1360Total spillway capacity at maximum pool 1360
c. Elevation (USGS Datum) (feet)
Top of dam 1058.7 (low spoton left abutment)
Maximum pool 1058.7Normal pool 1055.0Upstream invert outlet works UnknownDownstream invert outlet works 1044.1Maximum tailwater UnknownToe of dam 1041.
2
d. Reservoir Length (feet)
Normal pool level 3400Maximum pool level 3475
e. Storage (acre-feet)
Normal pool level 357Maximum pool level 562
f. Reservoir Surface (acres)
Normal pool level 48.7Maximum pool level 62.2
g. Dam
Type Dry masonry wallLength 100k feet
Height 18 feetTop width Varies, 5 feet
to 6 feet
Side slopes Downstream:Vertical
Upstream:Not visible
Zoning Not applicableImpervious core Not applicableCutoff Concrete wall ( l)
Grout curtain Unknown
h. Regulating Outlet
Type 20-inch pipe (appearsto be cast-in-placeconcrete)
Length Unknown
Closure Gate valveAccess Gate stem extending
above water surface
Regulating facilities Gate valve
i. Spillway
Type Overflow sectionLength 62 feet (perpen-
dicular to flow)
Crest elevation 1055.0 feetUpstream channel Lake
Downstream channel Natural streambed
(IA postonstriction modification. Extent of penetration of the wall
into the foundation is unknown.
3
SECTION 2DESIGN DATA
2.1 Design
a. Data Available. The available data consist of files providedby the Commonwealth of Pennsylvania, Department of Environmental Resources(PennDER) which contain correspondence and inspection reports.
(1) Hydrology and Hydraulics. No design information is available.
(2) Dam. Available information consists of past inspection reports
and correspondence.
(3) Appurtenant Structures. No design information is available.
b. Design Features
(1) Dam. No information is available on the design of the dam.Based on field observations, the dam is a dry masonry wall with earthfill on the upstream side. The wall is approximately 100 feet long witha maximum height of 18 feet above the downstream toe and a crest widthof 6 feet.
(2) Appurtenant Structures. The appurtenant structures consistof a spillway which is the central low section of the dam and outletworks. The spillway is a concrete overflow section with a length of62 feet and a 6-foot crest width. A 3.7-foot freeboard exists betweenthe spillway crest and top of the dam.
The outlet works appear to consist of a 20-inch cast-in-place concreteconduit controlled by a gate on the upstream end. A gate stem supportedby a steel structure is used to manually operate the valve.
c. Design Data
(1) Hydrology and Hydraulics. No design data are available.
(2) Embankment. No engineering data are available on the designof the embankment.
(3) Appurtenant Structures. No design information is available
on the appurtenant structures.
2.2 Construction. No information is available on construction of the
dam. In 1941, the concrete slab and cutoff wall described in Section
1.2 a were constructed and earth fill was placed against the upstream
face to a level three to four feet below the spillway crest.
4
2.3 Operation. It is reported that there are no formal operating recordsmaintained for the dam.
2.4 Other Investigations. None.
2.5 Evaluation
a. Availability. The available information was provided by PennDER.
b. Adequacy. No design and construction information is available toassess the adequacy of the design and construction of the dam and theappurtenant structures.
5
SECTION 3VISUAL INSPECTION
3.1 Findings
a. General. The onsite inspection of Chamberlain Pond Dam con-sisted of:
1. Visual inspection of the embankment, abutments, andembankment toe.
2. Visual examination of the spillway and the visibleportions of the outlet works.
3. Evaluation of the downstream area hazard potential.
The specific observations are illustrated in Plate 2.
b. Dam. The general inspection of the dam consisted of searchingfor indications of structural distress, such as cracks, subsidence,bulging, wet areas, seeps, and observing general maintenance conditions,
erosion, and other surficial features.
In general, the condition of the dam is considered to be poor. Structuralcracks were observed on the crest and on the upstream face of the leftabutment nonoverflow section. In addition, the crest has settled andthe masonry wall is bulging downstream at this location. The leftabutment nonoverflow section appears to be tilting downstream. Flowover the spillway appears to be eroding the toe of the dam. Seepagethrough the dry masonry wall was observed in an area between the toe anda level six feet below the spillway crest with an estimated flow rate of10 to 20 gpm.
The crest of the dam was surveyed relative to the spillway crest eleva-tion and it was found that the low spot on the crest is the left abutmentarea. The profile of the embankment is relatively uniform and isillustrated in Plate 3. The available freeboard is 3.7 feet from thenormal pool level to the top of the dam.
c. Appurtenant Structures. The spillway structure was examinedfor deterioration or other signs of distress that would limit flow.In general, the spillway structure, which consists of the overflowsection of the dam was found to be in poor condition.
The only visible portion of the outlet works was the downstream endin the outlet pipe, the gate stem, and the supporting structure.The steel structure which supports the gate stem was observed to beseverely corroded near the normal pool level. No other pottion of thefacility was visible and operation of the outlet works was not observed.
6
d. Reservoir Area. Chamberlain Pond Dam watershed includes twodams. The Negro Pond Dam (NDI I.D. PA-0889) which impounds a reservoir
with a surface area of 81 acres at normal pool is located at the upstream
end of the Chamberlain Pond Dam reservoir. One and one-half miles
upstream of Negro Pond is Sharpe's Pond Dam (NDI I.D. PA-0888). Sharpe'sPond Dam impounds a reservoir with a surface area of 45 acres at normalpool level.
A map review indicates that the watershed is predominantly covered bywoodlands. A review of the regional geology is included in Appendix F.
e. Downstream Channel. Below the dam is Little Mehoopany Creekwhich flows through the town of Jenningeville and into Jennings Pond ata distance of 0.8 mile below the dam. Jennings Pond Dam is a nine-foothighdry masonry structure and impounds a reservoir with a 37-acre surface
area at normal pool. A further description of the downstream conditionsis included in Section 1.2 d.
3.2 Evaluation. The condition of the dam is considered to be poor.The left abutment nonoverflow section shows significant signs of distress,consisting of structural cracks on the upstream side, subsidence
on the crest and downstream bulging of the stone wall, which causeconcern as to the continued stability of the dam. Ponded water alongthe toe of the dam suggests that erosion may have occurred at the toe ofthe dam which may also affect the structural stability. A generalseepage was observed through the dam starting from a level about sixfeet below spillway crest.
The outlet pipe gate stem and supporting structure have severely corrodedand the gate does not appear to be functional. In view of these condi-
tions, the dam is considered to be in need of further evaluation by a
professional engineer to prepare plans for general repair and restoration.
7
SECTION 4OPERATIONAL FEATURES
4.1 Procedure. There are no formal operating procedures for the dam.The reservoir is normally maintained at the uncontrolled spillwaycrest level, with excess inflow discharging through the broad-crestedoverflow section.
4.2 Maintenance of the Dam. The maintenance of the dam is consideredto be poor. It appears that no attempts are being made to maintain thedam.
4.3 Maintenance of Operating Facilities. The outlet pipe gate stem andthe supporting structure have severely corroded, and the facilityappears to be not functional.
4.4 Warning System. No formal warning system exists for the dam.Telephone communication facilities are available via several residencesone-quarter mile downstream from the dam.
4.5 Evaluation. The maintenance condition of the dam and the operatingfacilities is considered to be poor. The dam and the appurtenantstructures are in need of overall repair and restoration.
8
SECTION 5HYDRAULICS AND HYDROLOGY
5.1 Evaluation of Features
a. Design Data. Chamberlain Pond Dam has a watershed area of 5.7square miles and impounds a reservoir with a surface area of 48.7 acresat normal pool level. The flood discharge facilities consist of the62-foot-wide overflow section of the dam. The capacity of the spillwaywas determined to be 1360 cfs, based on the available 3.7-foot freeboardrelative to the low spot on the left abutment.
b. Experience Data. As previously stated, Chamberlain Pond Dam isclassified as a small dam in the high hazard category. Under therecommended criteria for evaluating emergency spillway discharge
capacity, such impoundments are required to pass one-half to full PMF.In view of the high downstream damage potential, the full PMF is selectedas the spillway design flood.
The PMF inflow hydrograph for the reservoir was determined utilizingthe Dam Safety Version of the HEC-l computer program developed by
the Hydrologic Engineering Center of the U.S. Army, Corps of Engineers.Data used for the computer analysis are presented in Appendix D. Theinflow hydrographs were found to have peak flows of 12,524 and 5755 cfsfor full and 50 percent of PMF, respectively. Computer input andsummary of computer output are also included in Appendix D.
c. Visual Observations. On the date of inspection, no conditionswere observed that would indicate the capacity of the spillway would besignificantly reduced in the event of a flood. As described in Section3.1 d, there are two dams upstream of Chamberlain Pond Dam. Floodhydrographs for this dam were developed including the storage effect ofthe upstream dams. Review of the storage capacity of the upstream dams
under normal pool conditions in relation to the surcharge storagecapacity of this dam indicates that failure of the upstream dams undernormal pool conditions is not likely to result in failure of ChamberlainPond Dam.
d. Overtopping Potential. Various percentages of the PMF inflowhydrograph were routed through the upstream reservoirs and throughthe Chamberlain Pond Dam reservoir. The analyses indicate that Chamber-lain Pond Dam spillway can pass approximately 20 percent of the PMFwithout overtopping the dam. At 50 percent of PMF, the dam would beovertopped by a depth of 3.9 feet for a duration )F 7.4 hours. Underthe full PMF, the dam would be overtopped by a depth of 8.0 feet for
9.8 hours. It is estimated that evertopping of the nonoverflow sectionsby two feet would likely result in failure of the dam.
e. Spillway Adequacy. Because the spillway cannot pass the recom-mended design flood of full PMF without overtopping the dam, the spiliwayis classified to be inadequate according to the recommended criteria.
9
A breach analysis was conducted to determine whether failure resultingfrom overtopping would significantly increase the loss of life orproperty damage downstream over that which would exist just beforeovertopping failure. For the breach analysis, it was assumed that thebreach would initiate when the nonoverflow sections overtopped by twofeet and that the entire dam would be removed in 0.6 hours. Review ofthe flood stages in Jenningsville (about one-quarter mile downstream)before and after failure indicates that flood stages would be raised byabout four feet due to dam failure. The four-foot increase in floodstage in the Jenningsville area is considered to cause a significantincrease in the potential loss of life and property damage. Therefore,the spillway is classified to be seriously inadequate.
10
SECTION 6STRUCTURAL STABILITY
6.1 Evaluation of Structural Stability
a. Visual Observations
(1) Dam. As discussed in Section 3, the dam was found to be inpoor condition. In view of structural cracking, signs of settlement,bulging and downstream tilting of the dam near the left abutment,continued stability of the dam is questionable. Apparent erosionin the plunge pool along the toe of the dam may also affect the overall
stability.
(2) Appurtenant Structures. Only the downstream end of the outletpipe was visible, therefore, no conclusions were reached as to thestructural adequacy of this facility.
b. Design and Construction Data
(1) Dam. Available design and construction information does n-tprovide any quantitative data to aid in the assessment of stability.
Based on visual observations, the static stability of the dam is con-sidered to be questionable.
(2) Appurtenant Structures. No design and construction data are
available for the appurtenant structures.
c. Operating Records. None maintained.
d. Postconstruction Changes. The postconstruction changesare described in Section 1.2 a.
e. Seism iL Stability. The dam is located in Seismic Zone 1,and based on visual observations, the static stability of the dam isconsidered to be questionable. Therefore, seismic stability should beassessed in conjunction with static stability assessment.
lI
SECTION 7ASSESSMENT AND RECOMMENDATIONS/PROPOSED REMEDIAL MEASURES
7.1 Dam Assessment
a. Assessment. The visual observations indicate that ChamberlainPond Dam is in poor condition. Further, in view of various structuraldeficiencies and seriously inadequate spillway capacity, the condition
of the dam is classified to be unsafe/nonemergency. The left abutmentnonoverflow section appears to have settled, causing structural cracksin the dam. The stone wall on the downstream side of this section isbulging and tilting downstream. In view of these conditions, stabilityof the dam is considered to be questionable, requiring further investi-gation and preparation of plans for repair and restoration. Operatingequipment was also found to be in poor condition, requiring repairs.
Spillway capacity was evaluated according to the recommended procedureand was found to be approximately 20 percent of the PMF without over-topping the nonoverflow section of the dam. This capacity is less than
the recommended spillway capacity of full PMF according to the size andhazard classification for this dam. Therefore, the flood dischargecapacity is classified to be inadequate. Further, because the spillwaycannot pass 50 percent of the PMF without overtopping nonoverflowsections and since failure of the dam is considered to significantlyincrease the downstream damage potential, the flood discharge capacityis classified to be seriously inadequate.
b. Adequacy of Information. The available information, in con-junction with the visual observations, is considered sufficient to makea Phase I evaluation.
c. Urgency. The following recommendations should be implementedimmediately or on a continuing basis.
d. Necessity for Additional Investigation. In view of the inade-quate spillway capacity and poor condition of the dam, the owner should
immediately initiate additional investigations to more accurately ascer-tain the condition of the dam and the extent of improvements required to
provide adequate discharge capacity.
7.2 Recomendations/Remedial Measures
It is reco mended that:
1. The owner should immediately retain a professionalengineer experienced in the design and constructionof dams to initiate additional investigations to
more accurately ascertain the structural adequacy ofthe dam to pags the required spillway design floodwithout distress and to determine the nature and
12
extent of improvements required to provide adequateflood discharge capacity.
2. In conjunction with further evaluation of the dam,causes of the left abutment distress should beinvestigated and necessary corrective steps taken.
3. The ponded water in the spillway plunge pool shouldbe drained and the toe of the dam should be inspected.Repairs should be performed if the structural stabilityof the dam is considered to be affected by the erosion.
4. The structural and operational condition of the outletworks should be evaluated and necessary maintenanceperformed.
5. Seepage through the dry masonry wall should be monitoredand necessary remedial work should be performed ifserious seepage conditions develop.
6. Around-the-clock surveillance should be provided during
unusually heavy runoff and a formal warning systemdeveloped to alert the downstream residents in theevent of emergencies.
7. The owner should develop a formal operating and main-tenance plan and inspect the dam regularly and performnecessary maintenance.
13
APPENDIX A
CHECKLISTVISUAL INSPECTION
PHASE I
71
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APPENDIX B
CHECKLISTENGINEERING DATA
DESIGN, CONSTRUCTION, OPERATIONAND) HYDROLOGIC AND HYDRAULIC
PHASE I
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CHECKLISTENGINEERING DATA
HYDROLOGIC AND HYDRAULIC
DRAINAGE AREA CHARACTERISTICS: 5.7 square miles (wooded)
ELEVATION, TOP OF NORMAL POOL AND STORAGE CAPACITY:l055.0 (357 acre-feet)
ELEVATION, TOP OF FLOOD CONTROL POOL AND STORAGE CAPACITY:1058.7 (562 acre-feet)
ELEVATION, MAXIMUM DESIGN POOL: 1058.7 (design pool unknown)
ELEVATION, TOP OF DAM: 1058.7 (low spot on left abutment)
SPILLWAY:
a. Elevation 1055.0
b. Type Rectangular concrete overflow section
c. Width 62 feet (perpendicular to flow)
d. Length 6 feet (width of spillway crest)
e. Location Spillover Near left abutment
f. Number and Type of Gates None
OUTLET WORKS:
a. Type 20-inch Pipe (appears to be cast-in-place concrete)
b. Location Between left abutment and center of spillway
c. Entrance Inverts Not available
d. Exit Inverts. 1044.1
e. Emergency Drawdown Facilities 20-inch pipe
HYDROMETEOROLOGICAL GAGES:
a. Type No gages
b. Location N/A
c. Records None
MAXIMUM NONDAMAGING DISCHARGE: Spillway capacity (1360 cfs)
Page B5 of 5
APPENDIX C
PHOTOGRAPHS
.- r .. ... ' , .. .. .. ... . ° - . _ - . . .. ._. . .... ... . . . .. . . . . . . . . . .
LIST OF PHOTOGRAPHSCHAMBERLAIN POND DAMNDI I.D. NO. PA-0890NOVEMBER 12, 1980
PHOTOGRAPH NO. DESCRIPTION
1 Crest (looking north).
2 Outlet pipe gate stem (note corrosion).
3 Crest (looking south).
4 Crack in concrete left abutment(upstream face).
5 Left abutment distress (downstreamface).
6 Outlet pipe (downstream end).
7 & 8 Houses at Jenningsville (mile 0.5).
LI)
7-MASONRY ABUTMENT
PLUNGE POOL CONCRETE SPILLWAY
MASONRY WALL
20'0 OUTLET PIPEOUTLET PIPEGATE HOIST
CHAMBERLAIN POND DAMKEY PLAN OF PHOTOGRAPHS
FIELC INSPECTION DATE NOV. 12,!980
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APPENDIX D
HYDROLOGY AND HYDRAULICS ANALYSES
HYDROLOGY AND HYDRAULIC ANALYSISDATA BASE
NANF OF DAM: Chamberlain Pond Dam
PROBABLE MAXIMUM PRECIPITATION (PiP) - 22.2 INCHES/24 HOURS
STATION 1 2 3 4 5
Sharpe's Pond Sharpe's Pond 4-Foot-Diameter Negro krd Negro Pond
Station Description Reservoir Dam Road Culvert Reservoir Dam
Drainage Area (square miles) O. 9 - 3.78
Cumulative Drainage Area 0.9q (1.,9 0.99 4.77 4.77
(square miles)
Adjustment of PMFP for 97Z 97%
Drainage Area (1)(l)
0 Hours 117 - 117 -
12 Hours 127 - - 127 -
24 Hours 136 - - 136 -
48 Hours 145 - - 145
72 Hours - -
Snyder Hydrograph Parameters
Zone(,') 11 - - 11
Cp/Ct ) 0.62/1.5 - 0.62/1.5
L (miles)O'4 1.23 - - 3.31 -
Lca (miles)(4) 0.44 0.95
tp - Ct(LLca)0.3
(hours) 1.24 - - 2.11
Spillway Data 94 perimeter See road cul- a
Crest Length (ft) 94prmtr Se odcl Dam hs nolength vert capacity spillwav
Freeboard (it) - 1.1 calculations
Discharge Coefficient - Varies
Exponent - 1.5
(1)Hydrometeorological Report 40, U.S. Weather Bureau, 1965.
(2)HydroiogicaL zone defined by Corps of Engineers, Baltimore District, for determining Snyder'sCoefficients (Cp and Ct).
(3)Snyder's Coefficients.
(4 L a Length of longest water course from outlet to basin divide.
Lca Length of water course from outlet to point opposite the centroid of drainage area.
STORAGE VS. ELEVATION
ELEVATION tH, FEET AREA AVOLUME STORAGE(acres)(') (acre-feet)
(2 ) (acre-feet)
1080.0 104.7 2347.7
1060.0 67.0 644.71055M 5 288.0
Normal Pool elevation) 46. 1 356.7(3) 356.7
1041.0Reservoir bottom Cl.) 14 8.0
(1)Planimetered from USGS maps.(2)AVolume - H/3 (A l -A2 ./AIA 2 ),
(3)Estimated normal Pool qtorage capacity.
PACE DI OF 18
i
- -. .--.-...... . .
HYDROLOGY AND HYDRAULIC ANALYSISDATA BASE
NAME OF DAM: Chamberlain Pond Dam (continued)
PROBABLE HAXIMUM PRECIPITATION (PKP) " INCHES/24 HOURS
STATION 6 7 8 9 10
Chamberlain Chamberlain Little Mehoop- rennng on
Station Description Pond Reservoir Pond Dam any Creek Dam
Drainage Area (square miles) 0.90 - -
Cumulative Drainage Ares 5.67 5.67 5.67 5.67
(square miles)
Adjustment of PHF for 97%
Drainage Area ()(I)
6 Hours 117 - - -
12 Hours 127 - -
24 Hours 136 - - -
48 Hours 145 - - -
72 Hours -
Snyder Hydrograph Parameters
Zone(2) 11 - --
Cp/Ct(3) 0.62/1.5 - - -
L (miles))" 1.33 - - -
L,, (miles)() 0.47 - - -
tp = Ct(LLca)
0.3
(hours) 1.30 -
Spillway Data
Crest Length (ft) - 62.0 - 61.0
Freeboard (ft) - 3.7 - 2.4
Discharge Coefficient - 3.08 - 3.08
Exponent - 1.5 - 1.5
(l)Hydrometeorological Report 40, U.S. Weather Bureau, 1965.
(2)Hydrological zone defined by Corps of Engineers, Baltimore District, for determining Snyder's
Coefficients (Cp and Ct).
(3)Snyder's Coefficients.(4) L - Length of longest water course from outlet to basin divide.
Lca- Length of water course from outlet to point opposite the centroid of drainage area.
STORAGE VS. ELEVATION
ELEVATION AH, FEET AREA &VOLUME STORAGE(acres)
1 ) (acre-feet)(2) (acre-feet)
(1)Plenimetered from USGS maps.
(2)5Volume A/3 (A1 A2 I AIA2 ).
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APPENDIX E
PLATES
IA
0
az
'N
'I -CHAC o
U0 ) l
ArA
PHOTOREVISWATRSHE A99 CL 40
--.. ...--- ... ..- C . IL11 1
IdA
0 E0 W Y 0 RS
ERI
CHAMBRLAINPOND AMEKESPLA
-4 D R I 2 mleHI IIJ.H
SHEDLAAREA
V R N A M- A , L4ND CL
~~~CHAMBERLAIN POND DAM YPA
VIIITLO PLIleWTRHE A
0 ~ ~ ~ ~ ~ ~ ~ H 200400600800100 FEY
P4fm
C'%j
co
- ~-MASONRY ABUTMENT
mPLUNGE POOL CONCRETE CAPPED0 MASONRY SPILL WAY
ww
ue ~MASONRY WALL
_______-- AjA
crm 20"0 OUTLET PIPE
NOTE:POOL LEVEL AT DATE OF INSPECTION:13' BELOW SPILLWAY CREST
v ~PLAT E 2
CHAMBERLAIN POND DAMGENERAL PLAN
FIELD INSPECTION NOTESFIELD INSPECTION DATE. NOV. 12,1980
SECTION A-A i~~~J ) LNOT TO SCALE
9 1 2-3 H~tRCULENE( AA SMITH CO P'GN I'A
L0U
> Cl)0 - L.
000
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0
Ld 0
N
-AJ
Q)
f i c PLATE 3
t?011 CHAMBERLAIN POND DAM
DAM CREST SURVEYFIELD INSPECTION DATE NOV 21,1980
9 1233 "EXCULEME A&* SOPIH CO PGPI PA L7?S30O 079
APPENDIX F
REGIONAL GEOLOGY
REGIONAL GEOLOGY
NEGRO POND, SHARPE'S POND,
CHAMBERLAIN POND AND JENNINGS POND DAMS
The Negro Pond, Sharpe's Pond, Chamberlain Pond, and Jennings Pond damsare located in the glaciated low plateaus section of the AppalachianPlateau physiographic province, characterized as a mature glaciated
plateau of moderate relief.
The geologic structure consists of a series of northeast trendingfolds (approximately N70°E) which plunge gently to the southwest. Thedip of the limbs of the folds in the vicinity of the dams is less thanfive degrees, with the southeast limb steeper than the northwest limb.The dams are located south of the Wilmot Anticline. In general, thediscontinuity trends are northeast and northwest.
The stratigraphy consists of glacial till which will range in thicknessfrom very thin to approximately 200 feet. The glacial till is underlainby the Devonian Chemung Formation, which is approximately 475 feet thickin this area. The Chemung Formation is marine in origin, consisting ofgreen-gray sandstone, multicolored shale, and sandy shale. The shalestrata tend to weather rapidly when exposed.
/4 4
0t~~~ It Mirikler Lake Daom
'P -
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GEOLOG MAPWN
4 N.OMN~ RECqRE Ne DATE '96
[SCALE 250i00
0~~~~~~~~~N~t 89 91CI.IIAS M79 o P8. P T. 7
Chambrlai PondD a*
77 ' -
,D I
PENINSY Lv A NiAN M ISS IS SI PPIAN3 kPPALAC.,lAN P ATE.At
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BY COMMONWEALTm. OF PENNA ,DEPARTMENT OFENVIRONMENTAL RESOURCES, DATED 1960
L SCALE :250,O00 t o v~m .69~i.~ ** miI. co *O00 PA L,19*O. iO?§
