AD-AO 409 NEW JERSEY DEPT OF ENVIRONMENTAL PROTECTION TRENTON F/9 13/13ANATIONAL DAM SAFETY PROGRAM. SCHILLER POND DAN (NJ00153), DELAW--ETC(U)
MAY A J P TALERICO DACWA-79-C-OO11
UNCLASSIFIED DAEN/NAP-53842/NJ0153.41/ NL
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DELAWARE RIVER BASINTRIBUTARY ALEXAUKEN CREEK,
HUNTERDON COUNTYNEW JERSEY
A zSCHrIL L R POND DA 4_NJ 00153 9 4
PHASE 1 INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
PVS of(
*ROVED FOR PUBLIC RELE E;.. ,.. .,." TRIUTION UNLIMITED.
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DEPARTMENT OF THE ARMYPhiladelphia DistrictCorps oF Engineers
Philadelphia, Pennsylv6nia
MAY 1981Z- - - - - - - - - - - - - - -
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DISCLAIMER NOTICE
THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.
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SECURITY CLASSIFICATION OF THIS PAGE (When Dote Entered)
REPORT DOCUMENTATION PAGE READ INSTRUCTIONSBEFORE COMPLET'ING FORM
I. REPORT NUMBER I 2. GOVT ACCESSION No. 3. RECIPIENT'S CATALOG NUMBER
IDAE N/NAP-53842/NJO0153-81/OE &- / 1O4. TITLE (and Subtitle) 5. TYPE OF REPORT & PERIOD COVERED
Phase I Inspection Report
National Dam Safety Program FINAL
Schiller Pond Dam, NJ00153 6. PERFORMING ORG. REPORT NUMBER
Hunterdon County, NJ7. AUTHOR(*) 9. CONTRACT OR GRANT NUMBER(&)
DACW61-79-C-0011I Talerico John P., P.E.
9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMEN'. PROJECT, TASK
AREA & WORK UNIT NUMBERSHarris-ECI
453 Amboy Ave.Woodbridge, N.J. 070951. CONTROLLIN- OFFICE NAME AND ADORES 12. REPORT DATENJ De artment of Environmental Protection May, 1981Division of Water ResourcesP.O. Box CN029 I3. NUMBER OF PAGESTrenton, NJ 08625 38
14. MONITORING AGENCY NAME & ADORESS(If differmt h Controllht Office) I. SECURITY CLASS. (of this report)U.S. Army Engineer District, PhiladelphiaCustom House, 2d & Chestnut Streets UnclassifiedPhiladelphia, PA 19106 ISa. OECLASSIFICATION/ DOWNGRADING
SCHEDULE
16. DISTRIBUTION STATEMENT (of thla Repot)
Approved for public release; distribution unlimited.9
17. DISTRIBUTION STATEMENT (of the abstract etered in Block 20, If dlifermt hm Report)
Is. SUPPLEMENTARY NOTES
Copies are obtainable from National Technical Information Service,Springfield, Virginia 22151.
IS. KEY WORDS (Continue an reverse e If neceeem, and Identify by block number)
Dam National Dam Safety Program
Embankments Schiller Pond Dam, NJ
Visual Inspection Spillways
Structural Analysis
[2q.....TACr M~mitma -n mrel mh N ,mefe7 -d Mduif' OP block ""NAMe)
This report cites results of a technical investigation as to the dam's adequacy.The inspection and evaluation of the dam is as prescribed by the National DamInspection Act, Public Law 92-367. The technical investigation includes visualinspection, review of available design and construction records, and preliminarystructural and hydraulic and hydrologic calculations, as applicable. Anassessment of the dam's general condition is included in the report.
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SECUFrIY CLASSIF#CATION OF 15I PAGE (Whenw Des Entered)
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IECUPUTV CLAMPICATIOMA OF THIS PAGE(Ubm bet Enom*
SKCURgTY CLASSIFICATION OF TH4IS PAGEI'(Who Data Kniorod)
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NOTICE
THIS DOCUMENT HAS BEEN REPRODUCEDFROM THE BEST COPY FURNISHED US BY
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DEL AWARE RIVER BASIN
,RIBUTARY ALEXAUKEN CREEK, HUiTERDON COUNTY
NEW I JERSEY
SCHILLER POND DAM
NJ D 1 53
PHASE I INISPECTION REPORT ,
NATIONAL DAM SAFETY PROGRAM
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DEPARTIMENT OF THE ARiY
PHILADELPHIA DISTRICT, CORPS OF ENGINEERS
P ILADELPHIA, PEN;1SYLVAIA 19106
IMA , 19.31
PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
Name: Schiller Pond Dam, I.D. NJ 00153State Located : New JerseyCounty Located: Hunterdon CountyStream • Tributary Alexanken CreekRiver Basin: Delaware RiverDate of Inspection: January 13, and February 3, 1981
Assessment of General Conditions
Schiller Pond Dam is an earthfill dam with a concrete drop inlet, the mainspillway, in the center of the dam. In addition there is an auxiliaryspillway at the right end of the dam. The overall condition of the dam isgood. There are no signs of distress or instability in the embankment.The downstream channel is well defined and in good condition. The low-leveloutlet was not opened and is not used. The hazard potential is rated as"high.
Schiller Pond Dam is considered inadequate in view of its lack of spillwaycapacity to pass the SDF (1/2 PMF) without overtopping the dam. The soill-way is capable of passing a flood equal to 35 percent of the PMF (70 percentof the 1/2 PMF), and is assessed as "inadequate".
At present, the engineering data available is not sufficient to make adefinitive statement on the stability of the dam, but based on the findingsof the visual inspection, the preliminary assessment of static stability isthat it is satisfactory. The following actions are recommended along witha timetable for their completion. All reconended actions should beconducted under the supervision of an Engineer who is experienced in thedesign, construction and inspection of dams.
I. Carry out a more precise hydrologic and hydraulic analysis of thedam within twelve months, to determine the need and type of mitigatingmeasures necessary. Based on the results of these studies, remedialmeasures should be instituted. This should include the installationof a tailwater gage.
2. Construct a concrete headwall and apron at the outlet end of thedischarge pipe within twelve months.
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3. The trees should be removed from the embankment slopes to avoidproblems that may develop from roots. The area should then beseeded to develop a growth of grass for surface erosion protection.This should be done within twelve months.
4. Determine if the low-level outlet gate is operable, and if notinstitute remedial action to make it operable within twelve months.
5. The owner should develop an emergency action plan (if one is notalready available) outlining actions to be taken by the operatorto minimize downstream effects of an emergency and establisha flood .warning system for the downstream communities withinthree months.
Furthermore, while of a less urgent nature, the following additional actionis recommended and should be carried out within twelve months.
The owner should develop, within one (1) year after formalapproval of the report, written operating procedures and aperiodic maintenance plan to insure the safety of the dam.
gohn P. Talerico, P.E.HARRIS-ECI ASSOCIATES
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4 In
9 PREFACE
This report is prepared under guidance contained in the RecommendedGuidelines for Safety inspection of Dams, for Phase I Investiga-tions. Copies of these guidelines may be obtained from the office oftheChief of Engineers, Washington, D.C. 20314. The purpose of aPhase I investigation is to identify expeditiously those damswhich may pose hazards to human life or property. The assessmentof the general condition of the dam is based upon available dataand visual inspections. Detailed investigation, and analyses in-volving topographic mapping, subsurface investigations, testing,and detailed computational evaluations are beyond the scope of aPhase I investigation; however, the investigation intended toidentify any need for such studies.
In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditionsat the time of inspection along with data available to the inspec-tion team. It is important to note that the condition of a damdepends on numerous and constantly changing internal and externalconditions, and is evolutionary in nature. It would be incorrect'o assume that the present condition of the dam will continue torepresent the condition of the dam at some point in the future.Only through continued care and inspection can there be any chancethat unsafe conditions be detected.
Phase I inspections are not intended to provide detailed hydrologicand hydraulic analyses. In accordance with the established Guide-lines, the Spillway Test flood is based on the estimated "ProbableMaximum Flood" for the region (greatest reasonably possible stormrunoff), or fractions thereof. The test flood provides a measureof relative spillway capacity and serves as an aide in determiningthe need for more detailed hydrologic and hydraulic studies, con-sidering the size of the dam, its general condition and the down-stream damage potential.
A
TABLE OF CONTENTS
ASSESSMENT OF GENERAL CONDITIONS
OVERVIEW PHOTO
PREFACE Page
SECTION 1 PROJECT INFORMATION ............................. 1
1.1 General ................................... 11.2 Description of Project .................... 21.3 Pertinent Data ............................ 5
SECTION 2 ENGINEERING DATA ................................. 7
2.1 Design .................................... 72.2 Construction ............................... 72.3 Operation ................................. 72.4 Evaluation ................................. 7
SECTION 3 VISUAL INSPECTION ................................ 8
3.1 Findings .................................. 8
SECTION 4 OPERATION PROCEDURES ............................. 1010
4.1 Procedures ................................ 10
4.2 Maintenance of Dam ......................... 104.3 Maintenance of Operating Facilities ........ 10
4.4 Evaluation ...............................
SECTION 5 HYDRAULIC/HYDROLOGIC ............................ 11
5.1 Evaluation of Features ..................... 11
SECTION 6 STRUCTURAL STABILITY ............................ 13
6.1 Evaluation of Structural Stability ......... 13
SECTION 7 ASSESSMENT/REMEDIAL MEASURES .................... 14
7.1 Dam Assessment ............................ 147.2 Remedial Measures ......................... 14
TABLE OF CO0NT1 N T S C0 NT I NUElD
PLATESNo
KEY MAP . . . . . . . . . . . . . . . . . . . . . . . . . .. 1
VICINITY MAP.............................................. 2
GEOLOGIC MAP.............................................. 3
DRAWINGS OF DAM .......................................... 4-6
APP E NDICE S
APPENDIX A - CHECK LIST - VISUAL OBSERVATIONS 1-11CHECK LIST - ENGINEERING, CONSTRUCTION,
MAINTENANCE DATA
APPENDIX B - PHOTOGRAPHS
APPENDIX C - SUMMARY OF EiNGINEERING DATA 1
APPENDIX D - HYDROLOGIC COMPUTATIONS 1-21
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
SCHILLER POND DAM, I.D. NJ 00153
SEC TION 1
1. PROJECT INFORMATION
1.1 General
a. Authority
The National Dam Inspection Act (Public Law 92-367, 1972) provides for theNational Inventory and Inspection Program by the U.S. Army Corps of Engineers.This inspection was made in accordance with this authority under ContractC-FPM No. 35 with the State of New Jersey who, in turn, is contractedto the Philadelphia District of the Corps of Engineers, and was carriedout by the engineering firm of Harris-ECI Associates of Woodbridge, New Jersey.
b. Purpose of inspection
The visual inspection of Schiller Pond Dam was made on January 13 and February 3,1981. The purpose of the inspection was to make a general assessment as tothe structural integrity and operational adequacy of the dam embankment andits appurtenant structures.
c. Scope of Report
The report summarizes available pertinent data relating to the project; presen:,a summary of visual observations made during the field inspection; oresents anevaluation of hydrologic and hydraulic conditions at the site; presents anevaluation as to the structural adequacy of the various project features; andassesses the general condition of the dam with respect to safety.
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1.2 Description of Project
a. Description of Dam and Appurtenances
Schiller Pond Dam is an earthfill dam approximately 300 feet long and 18.5feet high with a clay cut off trench. There are two spillways, an 8-footby 6 foot concrete drop inlet which is the main spillway and a 60 footwide grass covered auxiliary spillway. The auxiliary spillway, which wasconstruct by excavating the existing ground, is located at the right endof the dam. Its crest is 4.0 feet below the top of the embankment. The dropinlet is located approximately 150 feet from the left edge of the auxiliaryspillway and its crest is 6.5 feet below the top of the embankment.There is a wire screen on top of the inlet to keep the trout from goinginto the discharge during high pond levels. The flow from the drop inletdischarges into the downstream channel through a 72-inch corrugated metalpipe, which has two anti-seep collars extending three feet beyond the outsideof the pipe. The flow from the auxiliary spillway runs perpendicular tothe dam along the discharge channel for approximately 80 feet and thenflows to the left along the existing ground to the downstream channel.
The embankment has a top width of 10 feet with a 3H:lV slope on the upstreamface and approximately a 4Hi:lV slope on the downstream face. #1
The low-level outlet consists of a72-inch corrugated metal pipe that carriesthe flow from the main spillway. The low-level flow into the pipe iscontrclled by a 18-inch valve located on the upstream wall of the inlet.The valve is operated manually by a removable hand crank that fits intoa small iron pipe attached to the face ef the inlet.
The outlet end of the pipe discharges into the downstrear channel approximately80 feet from the inlet. The channel starts at the discharge outlet andcontinues downstream for a distance of 600 feet where it crosses under thePocktown-Lambertville Road through a 14 foot x 8 foot opening.
A generalized description of the soil conditions is contained in Report No. 6,Hunterdon County, Engineering Soil Survey of New Jersey, by Rutgers University.The report dated 1952, indicates the area of the dam and pond to be stratifiedrecent alluvium, with the surrounding area beiij diabase bedrock.
Recent alluvium can be described as materials usually assorted by water actionand ranging in size from silt with some clay, to silt and fine sand withgravel. Diabase is described as hard, non-homogeneneous rock commonlyidentified as trap rock with variable overlaying depths of silts and siltyclays with frequent gravelly phases. Geologic Overlay Sheet 27 classifiesthe underlaying rock as diabase
2
b. Location
Schiller Pond Dam is located on a tributary of Alexauken Creek, in theTownship of West Amwell, Hunterdon County, New Jersey. The dam is accessiblefrom Route 179 at Mount Airy by way of Mill Road to Rocktown-Lambertville Road.
c. Size Classification
According to the "Recommended Guidelines for Safety Inspection of Dams"by the U.S. Department of the Army, Office of the Chief Engineers, thedam is classified in the dam size categroy as being "small", since itsstorage volume of 73 acre-feet is less than 1,O00 acre-feet. The damis also classified as "small" because its height of 18.5 feet is lessthan 40 feet. The overall size classification of Schiller Pond Dam is"small" 1
d. Hazard Classification
A hazard potential classification of "high" was assigned to Schiller Pond Damon the basis that there ara more than a dozen homes located on both sides ofthe stream downstream of the Rocktown-Lambertville Road. Therefore thepossibility exists of the loss of more than a few lives in the event of ahypothetical failure of the dam.
e. Ownership
Schiller Pond Dam is owned by:
Mr. William SchillerR.D.I., Box 350Hopewell, NJ n8525(609) 466-1687
f. Purpose
Schiller Pond Dam was originally constructed for irrigation but is presentlyused for recreational purposes only. The pond is stocked every year withtrout by a fishing club.
3
g. Design and Construction History
Schiller Pond Dam was designed by the U.S. Soil Conservation Service. Thepermit to construct the dam was issued on September 3, 1959 with the dambeing completed in November 1960.
h. Normal Operating Procedures
The discharge from the lake is unregulated and allowed to naturally balancethe inflow into the lake. According to the owner the low-level outlet isnot used due to the pond being heavily stocked with trout.
4
1.3 Pertinent Data
a. Drainage Area 1.37 sq. mi.
b. DischarQe at Dam Site
Ungated spillway capacity at 2,207 (311.50 NGVD)elevation of top of dam:
Total spillway capacity at 3,324 (312.3 NGVD)maximum pool elevation (SDF):
c. Elevation (Feet above NGVD)
Top of dam: 311.5
Maximum pool design surcharge (SDF): 312.3
Recreation pool: 305
Main: 305Spillway crest: Auxiliary: 307.5
Streambed at centerline of dam: 293 (Estimated)
Maximum tailwater: 296 (Estimated)
d. Reservoir
Length of maximum pool: 1,900 ft. (Estimated)
Length of recreation pool: 1,200 ft. (Estimated)
e. Storage (acre-feet)
Spillway Crest: 18
Top of dam: 73
Maximum pool (SDF): 83
f. Reservoir Surface (acres)
Top of dam: 11.5 (Estimated)
Maximum pool (SDF): ll.C (EstimatEd)
Recreation pool: 5.5
Spillway crest: 5.5 (305 NGVD)
5
g. Dam
Type: Earthfill with concrete drop inlet
Length: 220 ft. (Effective)
Height: 18.5 ft.
Top width: 10 ft.
Side slopes - Upstream: 3H:lV
- Downstream: 4H:IV
Zoning: Unknown
Impervious core: None
Cutoff: 200 ft. clay cut-off
Grout curtain: None
h. Diversion and Regulating Tunnel
i. SpillwayMain: Concrete drop inlet
Type: Auxiliary: Earth ChannelMain: 28 ft.
Length of weir: Auxiliary: 60 ft.Main: 305 NGVD
Crest elevation: Auxiliary: 307.5 NGVD
Gates:
U/S Channel: Schiller PondMain: Natural Channel
O/S Channel: Auxiliary: Existing ground.
j. Requlating Outlets
Low level outlet: 72-inch C.M.P.
Controls: Manually controlled 18-inch valve.
Emergency gate: None
Outlet: 294. NGVD
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SECT ION 2
2. ENGINEERING DATA
2.1 Design
Drawings and specifications for the construction of the Schiller Pond Damare available in the files of NJ Department of Environmental Protection(NJ-DEP) in Trenton and also at the offices of the U.S. Department ofAgriculture - Soil Conservation Service (SCS) in Somerset N.J. The structuraldesign data of the spillway as well as the hydrology and hydraulic data for25-year and 50-year design storm is available at the above locations. Onedrawing shows the location of and data obtained from tests pits taken alongthe dam. Soil test results, design computations and other geotechnical dataneeded to assess the stability properly are not available.
2.2 Construction
Data is not available concerning the as-built construction of the dam.No data exists of construction methods, borrow sources or other data per-tinent to the construction of the dam.
2.3 Operation
Formal operation records are not kept for the dam and reservoir. Thepond is allowed to operate naturally without regulation.
2.4 Evaluation
a. Availability
The availability of engineering data is good. The construction plansand specifications for the dam are available from the NJ-DEP and the SCS.
b. Adequacy
The engineering data available from the plans and from the field wasadequate to perform hydrologic and hydraulic computations. The data wasinsufficient to perform stability analysis, but a preliminary evaluationcould be made based on visual observations.
c. Validity
The information contained in the drawings and checked by limited fieldmeasurments appears to be valid except downstream slope of the embank;ventmeasured 4H:lV instead of 2H:lV as shown on the plans.
7
SECTION 3
3. VISUAL INSPECTION
3.1 Findings
a. General
The visual inspection of Schiller Pond Dam revealed the dam and spillwaysto be in good condition. At the time of the inspection the pond lEvel wasjust above the crest of the main spillway.
b. Dam
The earth embankment appears sound. No surface cracking on the embankmentor at the toe was noticed. No sloughing or erosion of the embankment wasobserved. The vertical and horizontal alignments of the crest are good.A group of four evergreen trees are growing on the embankment at thejunction with the left end of the auxiliary spillway. There is also onesmall tree growing at the water's edge left of the main spillway. Noevidence of burrowing by animals was observed.
c. Appurtenant Structures
1. SpillwaY!
The main spillway is a concrete drop inlet with an 18-inch valve. Wirefencing supported by iron pipes covers the top of the inlet to prevent thetrout from going through the discharge pipe during high pond levels.The inlet is in good condition. The auxiliary spillway is grass covered andin good condition. Horizontal and vertical alignments of the auxiliaryspill.ay are good.
2. Outlet Works
The low-level outlet works is also the main spillway. It consists of adrop inlet with a 18-inch valve attached to the front face of the inlet,and a 72-inch corrugated metal pipe that carries the flow to the downstreamchannel. The valve is operated by a removable hand crank. The outletis in good condition. There is no headwall at the outlet endef the pipe.The riprap slope aloni the sides of the pipe is missinq.
8
There is some minor slope erosion along the sides of the Dioe, and
immediatley downstream along the right bank.
d. Reservoir Area
The reservoir's side slopes are flat to moderate. There are some treesalong the left shore line and a evergreen nursery on the back slope.Lakeside Road runs along the right shoreline. There is no indicationof slope instability.
e. Downstream Channel
The downstream channel is in good condition. It is a well defined channelthat starts at the outlet and then parallels Lakeside Road until itcrosses under the Rocktown-Lambertville Road 600 feet downstream. The banksare wooded and shallow with the surrounding area relatively flat.Downstream of Rocktown-Lambertville Road there are houses on both sidesof the stream.
9A
SECTION 4
4. OPERATIONAL PROCEDURES
4.1 Procedures
Schiller Pond Dam is used to impound water for recreational activities.The level of the lake is maintained through the unrequlated flow over thespil lway.
4.2 Maintenance of the Dam
There is no regular instection and maintenance program for the dam andappurtenant structures. Mr. William Schiller is responsible for themaintenance of the dam.
4.3 Maintenance of Operating Facilities
The low-level outlet ooerating facilities consist of the one manuallyoperated 18-inch valve. Operation of the valve was not satisfactorilydemonstrated as the hand crank was not available.
4.4 Evaluation
The present operational and maintenance procedures are fair with the damand spillway being maintained in a serviceable condition.
10
S E C T 1 0 N 5
5. HYDRAULIC/HYDROLOGIC
5.1 Evaluation of Features
a. Design
The drainage area above Schiller Pond Dam is aoproximately 1.37 square miles.A drainage map of the water shed of the dam site is presented on Plate 1,Appendix D.
The topography within the basin is generally -oderately sloped. Elevationsrange from approximately 473 feet above NGVD at the northwest end of thewatershed to about 305 feet at the dam site. Land use patterns withinthe watershed are mostly woodland.
The evaluation of the hydraulic and hydrologic features of the dam wasbased on criteria set forth in the Corps guidelines and additional guidanceprovided by the Philadelphia District, Corps of Engineers. The SDF for theDam falls in a range of 1/2 PMF to PMF. in this case, the low end of therange, 1/2 PMF, is chosen since the factors used to select size and hazardclassification are on the low-side of their respective ranges.
The Probable Maximum Flood (PMF) was calculated from the probable maximumprecipitation using Hydrometeorological Report No. 33 with standard reduc-tion factors. Due to the small drainage area, the SCS triangular hydrograohtransformed to a curvilinear hydrograph was adopted for developing theunit hydrograph, with the aid of the HEC-1-DB Flood lydrograph ComputerProgram.
Initial and constant infiltration loss rates were anplied to the ProbableMaximum Precipitation to obtain rainfall excesses. The rainfall excesseswere applied to the unit hydrograph to obtain the PMF and various ratiosof PMF utilizing program HEC-l-DB.
The SDF peak outflow caluclated for the dam is 3,324 cfs. This value isderived from the half PMF, and results in overtopping of the dam, assumingthat the lake was originally at the spillway crest elevation.
The stage-outflow relation for the spillway was determined from the geometry
of the spillway and dam utilizing HEC-I Dam Safety Version program.
The reservoir stage-storage capacity relationship was computed directlyby the conic method, utilizing the HEC-l-DB program. The reservoir surfaceareas at various elevations were measured by planimeter from a U.S.G.S.Quadrangle topograchic mao. Reservoir storage capacity included surchart'elevels exceeding the too of the dam, and the spillway rating curve was based
1.
on the assumption that the dam remains intact during routing. The spillwavrating curve is presented in the Hydrologic Computation, Appendix D.
A breach analysis indicates that the stage of the stream where it crossesRocktown -Lambertville Road is 0.6 feet higher, due to dam failure fromovertopping at 0.4 PMF than it would be without failure at 0.1 P>F, Thisis likely not to jeopardize the well traveled road downstream significantlymore than without failure. The discharge facility is thus rated "inadeauate".
Drawdown cal .ulations inci ate .a o emoty, toe lake to an elevation of299.5 NGVD through the one low-level outlet would take 20 hours, assuminga 2 cfs/souare mile inflow. This is not considered to be an excessive drawcodnperiod, and provision of additional outlets snould not be considered.
b. Experience Data
No records of reservoir stage or spillway discharges are maintained forthis site.
c. Visual Observation
The downstream channel is in good condition. it parallels Lakeside Road untilthe channel crosses under Rocktown-Lambertville Road 600 feet downstreamof the dam. The banks are shallow and wooded. Downstream of Rocktown-Lambertville Road, there are houses on both sides of the stream.
The side slopes of the reservoir are flat to moderate with no signs ofinstability. The drainage area is Primarily wooded and undeveloped.
d. Overtopping Potential
A storm of magnitude equivalent to the SDF would cause overtopping of thedam to a height of 0.8 feet. Computations indicate that the dam can passapproximately 35 percent of the PMF without overtopping the dam crest.Since the 1/2 PMF is the Spillway Design Flood (SDF) for this dam, accord-ing to the Recommended Guidelines for Safety Inspection of Dams by theCorps of Engineers, the spillway capacity of the dam is assessed as "in-adequate".
12
S E C T -"0 N 6
6. STRUCTURAL STABILITY
6.1 Evaluation of Structrual Stability
a. Visual Observations
There are no signs of distress in the embankment of the Schiller Pond Dam.The trees growing on the embankment at the junction with the auxiliaryspillway could pose a threat to stability. The spillways are in goodcondition.
b. Design and Construction Data
No design computations relating to stability were uncovered during thereport preparation phase. No embankment or foundation soil parametersare available for carrying out a conventional stability analysis of theembankment.
c. Operating Records
No operating records are available relating to the stability of the dam.
d. Post-Construction Changes
There are no known Pcst-construction changes since the dam was built in1960.
e. Static Stability
A static stability analysis was not performed for Schiller Pond Dam becausethe lack of data on which to base assumptions of material propertieswithin embankment zones might produce misleading results, but based onthe findings of the visual inspection, the preliminary assessment of staticstability is that it is satisfactory.
f. Seismic Stability
The dam is located in Seismic Zone 1, as defined in Recommended Guidelinesfor Safety Inspection of Dams, prepared by the Corps of Engineers. In general,projects located in Seismic Zones 0, 1 and 2 may be assumed to present nohazard from earthquake, provided the static stabilIty conditions are satis-factory and conventional safety marnins exist, and based on the findings oft e visual inspection, the preliminary assessment of the static and seismicstabilities is that they are satisfactory.
13
SECTION 7
7. ASSESSMENT/REMEDIAL MEASURES
7.1 Dam Assessment
a. Safety
The dam has been inspected visually and a review has been made of theavailable engineering data. This assessment is subject to the limitationsinherent in the visual inspection Procedures stipulated by the Corps ofEngineers for a Phase 1 report.
Schiller Pond Dam is inadequate because the dam does not have the spillway
capacity to pass the SDF, one half of the PMF, without overtopping. Over-
topping of the dam carries with it the danger of a likely progressive
failure of the dam. The present spillway capacity of the dam is approximately
35 percent of the PMF.
No definitive statement pertaining to the safety of the embankment can bemade without acquisition of embankment material engineering properties,but based on the findings of the visual inspection, preliminaryassessment of the static stability is that it is satisfactory.
b. Adequacy of Information
The information uncovered was adequate to perform hydrologic and hydrauliccomputations. The data was insufficient to perform even an approximatecomputation of the stability of the dam. A preliminary assessment of thedam could be made by visual observation only.
c. Urgency
The remedial measures and recommended actions alonn with a timetable fortheir completion are detailed below. All recommended action should beconducted under the supervision of an engineer who is experienced in thedesign, construction and inspection of dams.
7.2 Remedial Measures
a. Alternatives for Increasing -Sillwav Capacity
Alternatives for increasing spillway capacity are as follows:
1. Increase the embankment height of the dam thus permittinga higher discharge to pass.
14
2. Lower the spillway crest elevation.
3. Increase the effective spillway crest length.
4. A combination of any of the above alternatives.
b. Recommendations
1. Carry out a more precise hydrologic and hydraulic analysis ofthe dam within twelve months, to determine the need and typeof mitigating ,,easures necessary. If required, conduct astudy of the means of increasing spillway discharge capacityand develop alternative schemes for construction. Thisshould include the installation of headwater and tailwatergages. The ability of the dam to withstand overtopoingshould also be studied.
2. Construct a concrete headwall and apron at the outlet endof the discharge pipe within tweleve months.
3. Remove the trees from the embankment slopes to avoidproblems from roots. The area should then be seeded todevelop a growth of grass for surface erosion protection.This should be done within twelve months.
4. Determine if the low-level outlet is operable, and if not
institute remedial action to make it operable within twelve months.
The following additional action is recommended:
The owner should develop an emergency action plan (if oneis not already available) outlining actions to be takenby the operator to minimize downstream effects of anemergency and establish a flood warning system for thedownstream communities within three months.
c. 0 & X Procedures
The owner should develop, within one (1) year after formal aoproval of thereport, written operating procedures and a periodic maintenance plan toinsure the safety of the dam.
15
IL
P LA TE S
9 SCHILLER POND DAMWEST AMWELL TWP.HUNTER DON C0., N. J.
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CHECK LIST - VISUAL OBSERVATIONS
CHECK LIST - ENGINEERING, CONSTRUCTiON ,MAINTENANCE DATA
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APPENDIX 8
PHOTOGRAPHS
SCHILLER POIND
Fl
Photo I View of dam, taken from right bank of auxiliaryspillway. N ote clump of trees on embankment inlrignt of photo. (Photo taken on January 13, 9.
SCHILLER POND DAM
Photo 2 -View of discharge channel of auxiliary spillway.(Photo taken on January 13, 1981.)
Photo 3 -View of downstream slope looking towards leftend of dam. Note low-level outlet pipe in thelower right. (Photo taken on February 3, 1981.)
SCHILLER POND DAM
Photo 4 - View of upstream slope of dam looking towardsthe right end. (Photo taken on January 13, 1981.)
Photo 5 - View of drop inlet (main spillway) and pond fromthe top of the embankment. (Photo taken on January13, 1981.)
SCHILLER POND DAN
. . - . .. t , ' :
Photo 6 - View of downstream channel and outlet pipe fromtop of the embankment. (Photo taken on January13, 1981.)
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Photo 7 - View of 72-inch C.M.P. outlet pipe. Note minorerosion on sides of pipe. (Photo taken on February3, 1981.)
SCHILLER POND DAM
Photo 8 - View of downstream channel crossing under Rock-town-Lambertville Road. (Photo taken on January13, 1981.)
Photo 9 - View of channel and houses downstream from Rocktown-Lambertville Road. (Photo taken on January 13, 1981.)
APPENDIX C
SUMMARY OF ENGINEERING DATA
CHECK LISTHYDROLOGIC ANID HYDRAULIC DATA
ENGINEERING DATA
Name of Dam: SCHILLER POND DAM
Drainage Area Characteristics: 1.4 square miles
Elevation Top Normal Pool (Storage Capacity): 305 NGVD (18 acre-feet)
Elevation Top Flood Control Pool (Storage Capacity): N/A
Elevation Maximum Design Pool: 312.3 NGVD (SDF pool-33 acre-feet)
Elevation Top Dam: 311.5 NGVD (73 acre-feet)
SPILLWAY CREST: Main: 305 NGVDa. Elevation Auxiliary: 307.5 NGVD
Main: Concrete drop inletb. Type Auxiliary: Natural channel
Main: 10 feetc. Width Auxiliary: 20 feet
Main: 28 feetd. Length Auxiliary: 60 feet
e. Location Spillover Entire length
f. No. and Type of Gates None
OUTLET WORKS:
a. Type 72-inch C.M.P.
b. Location Upstream face of spillway
c. Entrance Inverts 294.5 NGVD
d. Exit Inverts 294.0 NGVD
e. Emergency Draindown Facilities 18-inch valve 72-inch C.M.P.
HYDROMETEOROLOGICAL GAGES:
a. Type None
b. Location None
c. Records None
MAXIMUM NON-DAMAGING DISCHARGE: 2,207 cfs at elevation 311.5 NGVD
k. .
APPENDIX D
HYDROLOGIC COMPUTATIONS
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