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7AD-AI05 799 EROMAN ANTHONY ASSOCIATES ROCHESTER NY F/6 13/13
NATIONAL DAM SAFETY PROGRAM. SPRINGVILLE DAM (INVENTORY NUMBER --ETC(U)
SS AUG at R J FARRELL OACW51-81--0017UNCLASSIFIED N
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I LAKE ERIE BASIN
I , SPRINGVILLE DAM
ERIE COUNTY, NEW YORK
INVENTORY No. N.Y. 704
PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
DTICS ELECTEOCT 20 1981 I
I D
I NEW YORK DISTRICT, CORPS OF ENGINEERS
CA AUGUST 1981
I Approved for public reeuasODistribution Unlimited J
SIECURI'rY CLASSIFICATPOW OF TNIS PAG4 f"S?.. 0-10 PrI&A-8.d) _________________
REPORT DOCUMENTATION PAGE BEOR IaPEUGFR1. REPOWT IUMaILR jZ. GQVT ACCMs5IO' M04 3. RacspiEN.Vs CATA%.orumae
TI TL~fmd Sublide) Sj-12 .......~ TYP(E OP' RI!PORT a PErftor covCemL.'Pse . Inspection-Report Phase T_ TIspection Report
Springville Danz. . National Dam Safaty ProgranLake Erie Basin, Erie County, fi . PERPORMG OROG. RF.P57 ?U;W#RV
Inventory No. 704
7. AUTHOR~a~8. Q014TACT. OR GRANT ud'.
ROBERT 3 FARRELL - ~DAC45-61-C-06l7 1/
9. PdRFOfPING ORGAY41ZATIOM HAME A?40 ADDRESS .10. PROGPAM E1LEF TPR0J=CT, TAS,* AREA at WORK UNIT l4QMREERS
Erdmau..Anthonv,.AssociatesJ42 Anrws Str~et P x 9589
I I. COKTPOJL1MG OFFICE NAME AND ADRE35 1.1OTor
Department of the.Army 27 Augtrs~t 1981-
26. Federal Plaza ---New York .Di' rict, CofENew York, New York' 10287 _____________
Department of the Army I.S~~ LS.(1~f -ot
26 Federal Plaza 11ats York District, CafE tTNCtASSTFIED-
Ne- York, JNY 10287 . National Dam Safety Program. IS pringville '
4Dam (Inventory Number N.Y. 704), Lake
16. -i~lUl? TIS~f(f~I tpr)Erie Basin, Erie County, New York. PhaseI Inspection Report.
Approved for publiC release; Distributu
17. Dj5f,111UrIo4 STAT .14FHT (of t4, b.:c ,i~otI lc 0 f~l~n (*. or
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ationial Damn Safu-_y Pzogram Springville Dam;.'-ual Inspection Erie County.:-:-rology, SCc -z'. ability Lake Erie Basin
..113 report p1m" "o7- ation irC-.A -,13 nn tY-ph7y;tz.-.L vdiit.of ti~ct*- i ais of th: -...... e n!r~~- uAa~~z.~aa;. ; a~
Examination of av'ailable doctirnerits and visual inspection of Springvillefl.t-i ;r not reve~l conditions which constitute an iinnediate hazard to humnanhlcde propK'-rty. lowvcvcr, the etiin has somoe deficiencies vwhich require furthr
jr.&"- c.:~r~and rernedial actinn.
;FCUrlITY CLASSIFICATION OF THIS PAGE(WV.n 'iJt. Enteord)
The hydrologic/hydraulic analysis performed indicates that the spilway
does not have sufficient capacity to discharge the peak outflow from one-halfthe Probable Maximum Flood (PMF). However, spillway discharges occurringduring large storm events will cause water surface elevations in the downtownhazard area to rise to flood levels. A dam failure resulting from overtoppingwould not significantly increase the hazard to loss of life from that which wouldexist just prior to an overtopping failure. Therefore, the spillway is assessedas inadequate.
The original stability analysis for the spillway section of this dam couldnot be located. The structure relies on a combination of gravity and shear frictionforces for stability. Analysis of such a structure is beyond the scope of a PhaseI Investi".tion. In addition, the dam is located in Seismic Zone 3 and, in accordancewith the Phase I Recommended Guidelines, a seismic stability analysis is warranted,Therefore, it is recommended that the services of a qualified registered professionalengineer be retained to investigate the normal and seismic stability of the structureand the structural deficiences noted.
The investigation should be completed within 12 months ot notificationto the owner, and remedial actions resulting from the investigation completedin the subsequent 12 months.
The following remedial measures should be performed within one yearof notification to owner:
- Repair the west sidewall of the spillway and the west core wallto restore them to their original configuration.
- Repair the eroded upstream channel banks by filling with suitable NAmaterial.
Install slope protection along both upstream channel banks to preven.future erosion.
- Clear trees and vegetation from the west embankment.
Develop a formal written downstream warning system to alert theappropriate officials and residents in the event of an emergency.
Develop and maintain a program of biannual technical inspections.
Accession For
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C-EJU1.1 Y CL. 1 iI 14 I
LAKE ERIE BASIN
SPRINGVILLE DAM
ERIE COUNTY, NEW YORKINVENTORY No. N.Y. 704
PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
NEW YORK DISTRICT, CORPS OF ENGINEERS
AUGUST 1981
APPROVED FOR PUBIIC RELEASE;DISTRIBUTION UNLIMITED
PREFACE
This report is prepared under guidance contained in the Recommended Guidelinesfor Safety Inspection of Dams for Phase I Investigations. Copies of these guidelinesmay be obtained from the Office of Chief of Engineers, Washington, D.C. 20314.The purpose of a Phase I Investigation is to identify expeditiously those damswhich may pose hazards to human life or property. The assessment of the generalcondition of the dam is based upon available data and visual inspections. Detailedinvestigation and analyses involving topographic mapping, subsurface investigations,testing, and detailed computational evaluations are beyond the scope of a PhaseI Investigation; however, the Investigation is intended to identify any need forsuch studies.
In reviewing this report, it should be realized that the reported condition ofthe dam is based on observations of field conditions at the time of inspectionalong with data available to the inspection team. In cases where the reservoirwas lowered or drained prior to inspection, such action, while improving thestability and safety of the dam, removes the normal load on the structure andmay obscure certain conditions which might otherwise be detectable if inspectedunder the normal operating environment of the structure.
It is important to note that the condition of a dam depends on numerous andconstantly changing internal and external conditions, and is evolutionary innature!. It would be incorrect to assume that the present condition of the damwill continue to represent the condition of the dam at some point in the future.Only through frequent inspections can unsafe conditions be detected and onlythrough continued care and maintenance can these conditions be preventedor corrected.
Phase I Inspections are not intended to provide detailed hydrologic and hydraulicanalyses. In accordance with the established Guidelines, the Spillway Test Floodis based on the estimated "Probable Maximum FIbod" for the region (greatestreasonably possible storm runoff), or fractions thereof. Because of the magnitudeand rarity of such a storm event a finding that a spillway will not pass the TestFlood should not be interpreted as necessarily posing a highly inadequate condition.The Test Flood provides a measure of relative spillway capacity and servesas an aid in determining the need for more detailed hydrologic and hydraulicstudies, considering the size of the dam, its general condition and the downstreamdamage potential.
TABLE OF CONTENTS
PAGE
OVERVIEW PHOTO
LOCATION MAP
SECTION I PROJECT INFORMATION
1.1 General 1-11.2 Description of Project 1-11.3 Pertinent Data 1-3
SECTION 2 ENGINEERING DATA
2.1 Geology 2-12.2 Subsurface Investigation 2-12.3 Design Records 2-12.4 Construction Records 2-12.5 Operation Records 2-12.6 Evaluation of Data 2-1
SECTION 3 VISUAL INSPECTION
3.1 Findings 3-13.2 Evaluation of Observations 3-2
SECTION 4 OPERATION AND MAINTENANCEPROCEDURES
4.1 Procedures 4-14.2 Warning System in Effect 4-14.3 Evaluation 4-1
SECTION 5 HYDRAULIC/HYDROLOGIC
5.1 Drainage Area Characteristics 5-15.2 Design Data 5-15.3 Analysis Criteria 5-15.4 Reservoir Capacity 5-25.5 Experience Data 5-25.6 Overtopping Potential 5-25.7 Analysis of Downstream Impacts 5-25.8 Evaluation 5-2
TABLE OF CONTENTS - con't.
PAGE
SECTION 6 STRUCTURAL STABILITY
6. 1 Visual Observations 6-16.2 Design and Construction Data 6-I6.3 Post Constructuion Changes 6-I6.4 Seismic Stability 6-I6.5 Structural Stability Analysis 6-1
SECTION 7 ASSESSMENT, RECOMMENDATIONSAND REMEDIAL MEASURES
7.1 Assessment 7-I
7.2 Recommended Measures 7-2
APPENDICES
APPENDIX A INSPECTION CHECKLIST A-I
APPENDIX B ENGINEERING DATA B-I
APPENDIX C PHOTOGRAPHS C-I
APPENDIX D HYDRAULIC/HYDROLOGICCOMPUTATIONS D-I
APPENDIX E REFERENCES E-1
APPENDIX F PREVIOUS INSPECTION REPORTS/AVAILABLE DOCUMENTS F-I
Ji
PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
Name of Dam: Springville Dam
State Located: New York
County Location: Erie
Stream: Chattaraugus
Basin: Lake Erie
Date of Inspection: May 22, 1981
ASSESSMENT
Examination of available documents and visual inspection of SpringvilleDam did not reveal conditions which constitute an immediate hazard to humanlife or property. However, the dam has some deficiencies which require furtherinvestigation and remedial action.
The hydrologic/hydraulic analysis performed indicates that the spillwaydoes not have sufficient capacity to discharge the peak outflow from one-halfthe Probable Maximum Flood (PMF). However, spillway discharges occurringduring large storm events will cause water surface elevations in the downtownhazard area to rise to flood levels. A dam failure resulting from overtoppingwould not significantly increase the hazard to loss of life from that which wouldexist just prior to an overtopping failure. Therefore, the spillway is assessedas inadequate.
The original stability analysis for the spillway section of this dam couldnot be located. The structure relies on a combination of gravity and shear frictionforces for stability. Analysis of such a structure is beyond the scope of a PhaseI Investigation. In addition, the dam is located in Seismic Zone 3 and, in accordancewith the Phase I Recommended Guidelines, a seismic stability analysis is warranted.Therefore, it is recommended that the services of a qualified registered professionalengineer be retained to investigate the normal and seismic stability of the structureand the structural deficiences noted.
The investigation should be completed within 12 months of notificationto the owner, and remedial actions resulting from the investigation completedin the subsequent 12 months.
The following remedial measures should be performed within one yearof notification to owner:
Repair the west sidewall of the spillway and the west core wallto restore them to their original configuration.
Repair the eroded upstream channel banks by filling with suitablematerial.
Install slope protection along both upstream channel banks to prevent
future erosion.
- Clear trees and vegetation from the west embankment.
Develop a formal written downstream warning system to alert theappropriate officials and residents in the event of an emergency.
- Develop and maintain a program of biannual technical inspections.
Roberf b. Farrell, P.E.New/Y6rk No 5
Approved by:Co.W.M. Smith.
New York District Engineer
Date: _ _ _ _ _
Springville Dam
OVERVIEW
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Springville Dam
LOCATION PLANScale: 1"= 2000'
PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
SPRINGVILLE DAM
SECTION I - PROJECT INFORMATION
1.1 GENERAL
a. Authority
The Phase I inspection reported herein was authorized by the NewYork District Corps of Engineers in a letter dated 24 February 1981, in fulfillmentof the requirements of the National Dam Inspection Act, Public Law 92-367,dated 8 August 1972.
b. Purpose of Inspection
This inspection was conducted to evaluate the existing conditionsof the dam, to identify deficiencies and hazardous conditions, to determine if thesedeficiencies constitute hazards to life and property, and to recommend remedialmeasures where required.
1.2 DESCRIPTION OF THE PROJECT
a. Description of Dam and Appurtenances
The dam consists of an earth embankment with a concrete corewall and a concrete ogee spillway section. There is an intake flume,forebay, powerhouse, and tail race located at the east end of the spillway nearthe center of the dam. The overall length of the dam is approximately 388 ft.Springville Dam is located immediately downstream from a wood dam constructedin the late 1800's. The wood dam is not visible when the water surface is atthe ogee spillway crest.
An earth embankment with a 1.5 ft. thick concrete core wall extendsfrom the forebay to the east abutment, and from the west end wall to the westabutment. The core wall is approximately 2.5 ft. higher than the top of theearthfill. According to available design information, the core wall is foundedin rock, and existing embankments from a previous dam were used as berms.
i-I
The east embankment and core wall extends 118.5 ft. at elevation 1105.6ft. (MSL). There is a 17.8 ft. opening in the section to permit vehicle passage.The opening was covered with wood flashboards to elevation 1103.8 ft. (MSL).The side slope of the valley at the east abutment is IV: IYiH. The west embankmentand core wall extends 44.5 ft. at elevation 1107.4 ft. (MSL). A level sectionof embankment extends another 15.0 ft. before intersecting the IV: IY2H valleyside slope.
The concrete ogee spillway section is 182.0 ft. long and 15 ft. high. Thereare three 5.0 ft. x 6.0 ft. wide openings in the spillway at the apron elevationof 1069.4 ft. (MSL). These openings are covered by wood beams. Once a year,during the summer months, the reservoir is drained by setting off a chargeof dynamite in each of these openings. The operating head in the reservoir isincreased during the summer months by approximately 33 in. by placing flashboardsacross the crest of the spillway.
The intake flume, forebay, powerhouse, and tailrace are located at theeast end of the spillway. The intake flume is 11.0 ft. wide, contains a trashrack at the upstream end, and a stop log at the downstream end where it connectsto the forebay. The forebay is 43.5 ft. long, 13 ft. wide at the upstream end,and 15 ft. wide at the downstream end. The 12.2 ft. long x 31.5 ft. wide distributionchamber feeds two 6.0 ft. diameter tubes that feed the 2 turbines. These tubesare equipped with butterfly valves. The tailrace is 28.8 ft. wide at the downstreamend of the powerhouse, and tapers to 15.0 ft. at a point of 40.0 ft. downstream.
b. Location
-The dam is located approximately 2 miles southwest of the Villageof Springville, New York in the Town of Concord.
c. Size Classification
The dam is 40 ft. high as measured from the top of the west corewall to the channel invert. The reservoir has a storage capacity of 1170 acre-ft. at the top of the west core wall (elevation 1106.1 ft. (MSL) ). The dam isclassified as "INTERMEDIATE" in size (40 to 100 ft. in height).
d. Hazard Classification
The dam is classified as HIGH hazard due to the significant economiclosses and high potential for loss of life downstream in the event of dam failure.
e. Ownership
The dam is owned and operated by:
The Village of SpringvilleMr. 3ohn Lipoff, Water & Light Superintendent243 North Central StreetSpringville, New York 14141Tele: (716) 592-4722
f. Purpose of Dam
The purpose of this dam is to generate hydroelectric power for theVillage of Springville. The powerhouse is presently equipped with two 250KWgenerators.
1-2
g. Design and Construction History
The dam was designed by the Village of Springville Engineer, L.W.,Bernstein Consulting Enginners, and the Corrugated Bar Company. For thisinspection, copies of correspondence, records, 6 design drawings, 4 sheets ofdesign calculations for the forebay, and a hydrograph of a historic flood onCattaragus Creek were provided by the New York State Department of EnvironmentalConservation, Albany, New York.
The dam was constructed in 1921 by the Walter Bradley Construction
Company. No records of the construction history are available.
h. Normal Operation Procedure
Water is released from the reservoir through the power generationfacilities, and any excess is released over the uncontrolled ogee spillway section.
1.3 PERTINENT DATA
a. Drainage Area - 280 sq. miles
b. Discharge at Damsite
Maximum known flood at damsite Unknown
Maximum discharge in last 26 years(according to Mr. John Lipoff,Superintendent of the Electric Departmentof the Village of Springville 14,251 cfs
Principal Spillway
Maximum Pool (elevation 1103.8 ft.(MSL)) 23,192
Power Generation Facilities(Not operated during flood events)
Maximum Pool (elevation 1103.8 ft(MSL)) 0
Total Spillway Capacity atMaximum Pool Elevation 23,192
c. Elevation (U.S.G.S. Datum)
Top of east endwall 1108.2 ft.Top of west endwall 1107.4 ft.Top of west core wall 1106.1 ft.Top of east core wall 1105.6 ft.Top of opening in east core wall 1103.8 ft.Top of west embankment 1106.1 ft.Ogee spillway crest 1093.7 ft.
1-3
d. Reservoir
Length of Normal Pool 8000 ft.
Length of Maximum Pool 12500 ft.
e. Storage
Normal Pool 52 acre-ft.
Maximum Pool 1170 acre-ft.
f. Reservoir Surface
Normal Pool 22 acres
Maximum Pool 92 acres
g. Dam
Type Earth embankmentwith concrete corewall and gravity concreteogee spillway.
Length 388 ft.
Maximum Height 40 ft.
h. Reservoir Drains (3)
Type Openings in concrete ogeespillway.
Size 5.0 ft. high x 6.0 ft.wide
Closure Wood beams
i. Principal Spillway
Type Concrete gravity ogee crest
Length 182 ft.
Location Near center of reservoir
Support Bedrock
Downstream Reinforced concrete apron
j. Emergency Spillways
Type Embankment with core wallLength:
East core wall 118.5 ft.East core wall opening with flashboards 17.8 ft.West core wall 44.5 ft.West embankment (no core wall) 25.0 ft.
Side Slope IV:2H
1-4
SECTION 2 - ENGINEERING DATA
2.1 GEOLOGY
The stratigraphy in southern Erie County consists of relatively undeformedflat-lying sedimentary rocks of Upper Devonian Age (375-345 million yearsago). The bedrock formations are interbedded shales and siltstones of the CanadawayGroup, Gowanda Shale Member. The bedrock is an interbedded gray to blacksilty shale, and thin to thick bedded light gray siltstone forming a homoclinewhich dips southward to southwestward at approximately 40 feet per mile. Smallterraces and low folds locally modify this dip to essentially flat-lying over shortdistances. Only minor folding and faulting are found in the region with no majoror active faults known to exist in the area.
The Village of Springville and the Springville Dam are in a region classifiedas Zone 3 seismicity, as shown on Figure No. I of the Recommended Guidelinesfor Safety Inspection of Dams.
Glaciation of the area was extensive. During the glacial period (PleistoceneEpoch), spanning about 1.5 million years, the area was over-ridden many timesby a thick continental ice sheet moving southward over the region, from Quebecand Ontario, eroding the rock and changing drainage patterns. Deposition isby strongly aggrading streams flowing from the former ice sheets. Coarse alluviumis deposited in coalescent aprons near the ice sheet, and/or as valley trains,where streams, drain freely from the glacier margin. In recent times, theseglacial deposits are infiltrating the valleys with alluvial material eroded fromthe uplands.
2.2 SUBSURFACE INVESTIGATION
According to the application for reconstruction of the dam dated August10, 1921, there were no subsurface surveys conducted in conjunction with theproject. The application states that the dam is founded on horizontally beddedargillaseous shale.
2.3 DESIGN RECORDS
The records available for the project consists of 6 design drawings whichshow the plans, section and details of the spillway, intake flume, forebay, power-house and tailrace. There are also several letters that discuss the design ofthe dam, 4 sheets of design calculations for the forebay, and a hydrograph ofa historic flood on Cattaragus Creek. These records are on file with the NewYork State Department of Environmental Conservation, Albany, New York.
2.4 CONSTRUCTION RECORDS
There are no construction records for this dam.
2-1
2.5 OPERATION RECORDS
No written maintenance or operation records exist for the dam
2.6 EVALUATION OF DATA
Information obtained from the design drawings is consistent with observationsmade during this inspection. The information obtained from available data wasconsidered adequate for the Phase I inspection and evaluation.
2-2
SECTION 3 - VISUAL INSPECTION
3.1 FINDINGS
a. General
A visual inspection of Springville Dam was made on May 22, 1981.The weather was clear and the temperature was in the mid-seventies. At thetime of the inspection, the impoundment level was at the crest of the dam,elevation 1093.7 ft. (MSL).
b. Earth Embankment
The top corners of the east core wall are moderately spalled overmost of the wall length. Hairline cracks and effervescent stains cover 75 percentof the exposed surface area.
The east earth embankment is in good condition and is well-maintained.However, significant erosion was noted at the upstream end of the east spillwayside wall resulting from the recent uprooting of a large tree. Light seepagewas noted along the east side of the powerhouse.
The west core wall is seriously deteriorated. The entire top surfaceand 80 percent of the exposed side surfaces are spalled. At many locations inexcess of 6 in. of concrete has spalled off.
There are many trees and thick vegetation growing on the westembankment.
c. Foundation
Bedrock at the site consists of a mixture of siltstones and silty shales.The rock is medium hard, thinly to very thinly bedded, fine grained, mediumgray to gray-green, highly fissile shale/siltstone mixture with abundant zonesof argillacevous rock. At the powerhouse, there is a horizontal seam approxi-mately 3 ft. above the water surface. This seam is open and moderately weatheredwith rust precipitation staining the rock. Minor weeps exit the seam in isolatedareas.
At the east downstream end of the concrete apron, rock erosionwas noted. A hole approximately 2 ft. deep extends under the apron approximately1 ft.
d. Spillway
The ogee spillway and both endwalls were resurfaced with guniteand wire mesh sometime after the dam was built. The spillway is in good condition;although minor cracking, spalling, surface erosion and gunite layer separationwas observed. The west endwall is in poor condition. Approximately 90 percent
3-1
of the gunite has fallen off leaving the original heavily deteriorated concretesurface exposed. The east endwall, which is integral with the powerhouse intakestructure, is covered with hairline cracks and effervescent stains. Evidenceof recent surface patching was observed.
Across the crest of the dam there are steel stanchions approximately30 in . high on 3 ft. centers. They support wood flashboards. At the time ofthe inspection all the stanchions were bent over and no flashboards were inplace. According to the owner's representative, the stanchions and flashboardsfail annually due to ice loads and are replaced during periods of low flow.
e. Downstream Channel
The downstream channel is gradually sloping bedrock. There is somedebris in the channel. The soil cover on the banks shows signs of creep as thetrees have a slight bow. An abandoned penstock has been partially filled withoverburden.
f. Reservoir
The shore of the reservoir is generally medium to steeply slopingwoodland. Although there has been some erosion at the waterline, the banksappear stable.
3.2 EVALUATION
Visual observations made during the course of the inspection did not indicateany serious problems which would adversely affect the adequacy of the dam.The following is a summary of the problem areas encountered in order of importance'
1. The gunite resurfacing of the west endwall of the spillway ishighly deteriorated,
2. Significant erosion exists along the east channel bank at the upstreamend of the east endwall of the spillway;
3. The west concrete core wall is heavily deteriorated.
4. Rock erosion (undermining) is occurring along the downstream edgeof the concrete apron.
5. Trees and vegetation cover the west embankment.
3-2
SECTION 4 - OPERATION AND MAINTENANCE PROCEDURES
4.1 PROCEDURES
No written operation and maintenance procedures exist for the project.The normal operation of the project consists of relieving water from the reservoirthrough the power generation facilities, and spilling any excess over the ogeespillway section.
4.2 WARNING SYSTEM IN EFFECT
No warning system is in effect or in preparation.
4.3 EVALUATION
The overall condition of the dam and appurtenant structures appears tobe fair. Recommendations in connection with regular maintenance are discussedin Section 7.
4-1
SECTION 5- HYDRAULIC/HYDROLOGIC
5.1 DRAINAGE AREA CHARACTERISTICS
Springville Dam is located on Cattaraugus Creek in the Lake Erie basin, andhas a drainage area of 280 square miles. The dam is situated approximately 2 milessouthwest of the Village of Springville, New York. The topography of the watershedis rolling plateau, with woods and pastures.
5.2 DESIGN DATA
There exist no detailed computations for the design flow of this dam. The designflow for the dam according to a letter from the State Inspector of Docks and Damsto the State Engineer dated August 15, 1921 is 30,800 cfs (0.2 cfs/acre) and wouldoverflow the crest of the spillway at a height of 13 ft. This height corresponds toelevation 1106.7 ft. (MSL). The abutment of the dam was given as 14.0 ft. The principalspillway consists of a 182 ft. concrete ogee section, at elevation 1093.7 ft. (MSL).On the east side of the spillway there is a concrete end wall at elevation 1108.2ft. (MSL) that connects to the brick powerhouse and intake structure. The power-house contains two units with a total capacity of 500 Kw. A 1.5 ft. wide concretecore wall extends to the east for a distance of 118.5 ft. at elevation 1105.6 ft.(MSL). There is a 17.8 ft. opening in the wall with flashboards at elevation 1103.8ft. (MSL). The core wall then extends into valley wall. On the west side of thespillway there is a concrete end wall at elevation 1107.4 ft. (MSL). A 1.5 ft.wide concrete core wall, 44.5 ft. in length, extends to the west at elevation1106.1 ft. (MSL) and ties into the valley wall. There are three 5.0 ft. high x 6.0ft. wide openings in the spillway at the apron elevation of 1069.4 ft. (MSL).Neither they nor the penstocks to the powerhouse were assumed to convey flowduring the floods considered in this analysis.
5.3 ANALYSIS CRITERIA
The analysis of the spillway capacity of the dam and the storage of the reservoirwas performed using the Corps of Engineers HEC-l Dam Safety Version computermodel. The unit hydrograph was defined by the Snyder Synthetic Unit Hydrographmethod. Runoff from each of 4 sub-areas was routed by the muskingum routing methodto the reservoir. The Modified Puls routing procedure was used to route the floodsthrough the reservoir. The Probable Maximum Precipitation (PMP) was 22.2 in. (24hours, 200 sq. miles) from Hydrometerological Report #33 in accordance with theRecommended Guidelines of the Corps of Engineers. The top of the west core wallis 40 ft. high and impounds approximately 1170 acre-ft. The PMF inflow of 148,276cfs was routed through the reservoir and the peak outflow was determined to be 148,018cfs. The peak PMF elevation is 1120.9 ft. (MSL) or 14.8 ft. above the top of the westcore wall. The maximum elevation for one half the PMF is 1112.6 ft. (MSL) or 6.5ft. above the top of the west core wall. The inflow and outflow for one half the PMFare 74,138 cfs and 74,054 cfs, respectively.
5-1 4
5.4 RESERVOIR CAPACITY
The reservoir capacities at the crest of the spillway and at the top of the westcore wall are 52 acre-ft. and 1170 acre-ft., respectively. Surcharge storage betweenthe spillway crest and the top of the west core wall is equivalent to 0.07 in. of runofffrom the drainage area.
5.5 EXPERIENCE DATA
There are no flood records for the dam site. However, according to Mr. JohnLipoff, Superintendent of the Electric Department of the Village of Springville, thehighest water elevation observed in the last 26 years was approximately 7 ft. abovethe crest of the spillway (elevation 1101 ft. (MSL) ). This reservoir elevation correspondsto a peak outflow of 14,251 cfs.
5.6 OVERTOPPING POTENTIAL
The maximum capacity of the spillway is 23,192 cfs (at elevation 1103.8 ft.(MSL)) which is less than the PMF peak outflow of 148,018 cfs. The dam is over-topped by the PMF and one half the PMF, the peak elevations being 14.8 ft. and 6.5ft. above the top of the west core wall, respectively. The spillway will pass approxi-mately 15 percent of the PMF.
5.7 ANALYSIS OF DOWNSTREAM IMPACTS
During the field investigation, dwellings and highways located downstream ofthe dam were identified and referenced to the channel invert. The cross section locationsused in the downstream channel routing are shown beginning on Page D-2, AppendixD. The impacts of the PMF on dwellings located downstream of the dam are shownin Table 5.1. For the purposes of this analysis, a danger of loss of life was assumedto exist if the computed PMF water surface was above the first floor elevation ofa structure. This situation occurs at several of the structures and 3 roads are overtoppedduring the PMF. These results show that the potential danger of loss of life and economicdamage is substantial enough to warrant classification as a HIGH hazard dam.
5.8 EVALUATION
The spillway of Springville Dam will safely pass only 15 percent of the PMFwithout overtopping. The spillway, therefore, is assessed as inadequate, but notseriously inadequate.
ETL 1110-2-234, Section 5, gives the basis for determining whether or not aspillway should be classified as seriously inadequate. The results of this investigationindicate that there would not be a significant increase in the hazard to loss of lifedownstream from the dam from that which would exist just before overtopping failure.This is illustrated by the elevation-discharge relationship shown in Figure 5.1. Theincrease in flow above the crests of the east and west core walls does not appearto be significant, therefore the spillway is assessed as inadequate. Potential problemsinclude:
5-2
a) The danger of loss of life and economic damage downstream of the damfor floods in the 1/2 PMF to PMF range.
5-3
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SPRINGVILLE DAM (N.Y. 704)
RATING CURVE
PHASE I DAM INSPECTION REPORT
DATE; JULY, 198) FIGURE 5.)
SECTION 6 - STRUCTURAL STABILITY
6.1 VISUAL OBSERVATIONS
No significant displacement or distress associated with the embankmentor structures was observed during this Phase I Inspection. There has been someloss of ground at the upstream face of embankment at the east spillway endwall,and rock erosion below the east end of the apron.
6.2 DESIGN AND CONSTRUCTION DATA
No records of structural stability analyses are available for this dam.
6.3 POST-CONSTRUCTION CHANGES
Since the dam was constructed, the forebay has been modified and theentire spillway has been resurfaced with gunite.
6.4 SEISMIC STABILITY
The dam is located in Seismic Zone 3 and, in accordance with the recommendedPhase I guidelines, a seismic stability analysis is warranted. This should be accomplishedby a qualified registered professional engineer and should be made a part ofthe record for this dam.
6.5 STRUCTURAL STABILITY ANALYSIS
The configuration of the spillway section of the dam and the integralapron makes reasonable prediction of the failure made for the dam virtuallyimpossible without obtaining pertinent additional information regarding therock and concrete material properties. Furthermore, the dam cannot be analyzedas a pure gravity dam, since it relies on a combination of gravity and substantialshear friction for stability. Investigation of such a structure is beyond the scopeof this Phase I Investigation. Therefore, it is recommended that an in-depthinvestigation of the structural stability of the dam be conducted. That investigationshould include the following:
I. The actual magnitude and distribution of hydrostatic uplift pressuresunder the dam should be determined by installing and monitoring piezometers.
2. Core samples of the dam and foundation rock should be taken todetermine in situ material properties.
6-1
SECTION 7 -ASSESSMENT/RECOMMENDATIONS
7.1 ASSESSMENT
a. Safety
Examination of the available documents and the visual inspectionof Springville Dam did not reveal conditions which constitute an immediatehazard to human life or property. The concrete dam is considered to be stableunder present conditions.
The spillway is inadequate based on the Corps of Engineers RecommendedGuidelines. It will safely pass neither the PMF nor 1/2 the PMF without overtopping.
The dam is located in Seismic Zone 3; there is no record of a seismicstability analysis being performed.
b. Adequacy of Information
The information reviewed is considered adequate for a Phase IInspection.
c. Need for Additional Investigations
It is recommended that the services of a qualified registered professionalengineer be retained to:
1. Investigate the source of seepage through and around thepowerhouse, and determine the proper method of sealing this seepage.
2. Evaluate the rock erosion along the downstream edge ofthe concrete apron and recommend appropriate remedial measures.
3. Investigate the normal and seismic structural stability of thespillway section of the dam.
d. Urgency
The investigations should be completed within 12 months of notificationto the owner, and remedial actions resulting from these investigations completedin the subsequent 12 months. The remedial measures or actions listed belowshould be completed within one year from notification.
7-I
7.2 RECOMMENDED MEASURES
1. Implement those remedial measures or actions resulting from theaforementioned investigations.
2. Repair the west sidewall of the spillway and the west core wallto restore them to their original configuration.
3. Repair the eroded upstream channel banks by filling with suitablematerial.
4. Install slope protection along both upstream channel banks to preventfuture erosion.
5. Clear trees and vegetation from the west embankment.
6. Develop a formal written downstream warning system to alert theappropriate officials and residents in the event of an emergency.
7. Develop and maintain a program of biannual technical inspections.
7-2
APPENDIX A
VISUAL INSPECTION CHECKLIST
A-1
. .. .. . .. . . . . . . .. . . ... .I II I...... . I IIII I ..... . . .I . . .II . . ...
VISUAL INSPECTION CHECKLIST
1) Basic Data
a. General
Name of Dam Springville
Fed. I.D. # NY00704 DEC Dam No. 19A-.5A
River Basin Erie
Location: Town Concord County Erie
Stream Name Cattaraugus
Tributary of Lake Erie
Latitude (N) 42019.01 Longitude (W) 780 42.1'
Type of Dam Concrete and earth embankment with core wall
Hazard Category High
Date(s) of Inspection May 20, 1981
Weather Conditions Sunny, 700
Reservoir Level at Time of Inspection 1093.7 ft. (MSL)
b. Inspection Personnel Jeffrey Hardin, Ray Kampff, Bob Farrell, Ken Avery,
Bidjan Rostami
c. Persons Contacted (including Address & Phone No.) Mr. John Lipoff
Supt. of Electric Dept.
Village of Springville
Nason Blvd. (716)555-1212
d. History:
Date Constructed 1921 Date(s) Reconstructed
Designer Corrugated Bar Company, L.S. Bernstein Consulting Engineers, Village Engineer
Constructed by Bradley Construction Company
Owner Village of Springville
A-2
Embankment
a. Characteristics
(I) Embankment Material Clay and sand mixture.
(2) Cutoff Type Corewall keyed into rock.
(3) Impervious Core Concrete corewall.
(4) Internal Drainage System Unknown
(5) Miscellaneous
b. Crest
(1) Vertical Alignment Good
(2) Horizontal Alignment Good
(3) Surface Cracks None
(4) Miscellaneous
C. Upstream Slope
(1) Slope (Estimate) (V:H) variable. maximum 1 vertical:l.5 horizontal
(2) Undesirable Growth or Debris, Animal Burrows A few large trees (12 in.)one uprooted near right endwall.
(3) Sloughing, Subsidence or Depressions None noted
A-3
(4) Slope Protection None
(5) Surface Cracks or Movement at Toe None noted
d. Downstream Slope
(1) Slope (Estimate - V:H) Variable
(2) Undesirable Growth or Debris, Animal Burrows
(3) Sloughing, Subsidence, or Depressions Some loss of around near right
side of powerhouse.
(4) Surface Cracks or Movement at Toe
(5) Seepage Light seeoage emanating from east side of powerhouse
(6) External Drainage System (Ditches, Trenches, Blanket) None noted
(7) Condition Around Outlet Structure Somp senage and loss of around
near ipowerhouse
(8) Seepage Beyond Toe None noted
e. Abutments - Embankment Contact
Left abutment was observed from the right abutment due to difficulty
of access.
(1) Erosion at Contact None noted
(2) Seepage Along Contact None noted
A-4
j) Drainage System
(a) Description of System None
(b) Condition of System Not applicable
(c) Discharge from Drainage System Not applicable
*) Instrumentation (Momumentation/Surveys, Observation Wells, Weirs, Piczometers,
etc.) None
5) Reservoir
a. S lopes Generally good condition, some minor erosion
b. Sedimentation has occurred up to the top of one of the reservoir drains (5.0 ft.)
c. Unusual Conditions Which Affect Dam None noted
S) Area Downstream of Dam
a. Downstream Hazard (No. of homes, highways, etc) Refer to Table 5.1 for a list
of downstream impacts
b. Seepage, unusual growth Minor weeps in exposed bedrock along the right bank.
c. Evidence of movement beyond toe of Dam None
d. Conditions of Downstream Channel Rock strewn, wide, good condition
A-5
_____________- -- - -. bu I
7) Spillway(s) (including Discharge Conveyance Channel)
Concrete ogee spillway; resurfaced with gunite
a. General Good except for west endwall which is in poor condition
b. Condition of Service Spillway Good; minor cracking, spalling, erosion & gunitelayer separation
c. Condition of Auxiliary Spillway Not applicable
d. Condition of Discharge Conveyance Channel Not applicable
J) Reservoir Drain/Outlet
Type: Pipe Conduit Other (3) 5'x6' openings
Material: Concrete X Metal Other
Size:__' x 6' Length
Invert Elevations: Entrance 1069.4 MSL Exit 1069.4 MSL
Physical Condition (Describe): Unobservable
Material: Good
Joints: Alignment
Structural Integrity: Good
Hydraulic Capability: No impairments
Means of Control: Gate Valve Uncontrolled
Operation: Operable Inoperable Other
Present Condition (Describe): Wood lagging; opened by dynamite; saturated
A-6
9) Structural
a. Concrete Surfaces Generally good; west wall of spillway poor: 90% of gunite
has fallen off
b. Structural Cracking Minor on spillway & intake structure
c. Movement - Horizontal & Vertical Alignment (Settlement) None observed
d. Junctions with Abutments or Embankments Could not inspect
e. Drains - Foundation, Joint, Face None
f. Water Passages, Conduits, Sluices Good
g. Seepage or Leakage Light seepage emanating from east side of powerhouse
h. Joints - Construction, etc. Good
i. Foundation On rock, erosion at east end of apron
j. Abutments Not applicable
k. Control Gates None - butterfly valves located in powerhouse
1. Approach & Outlet Channels See intake structure. Spalling on tail race concrete
A-7
m. Energy Dissipators (Plunge Pool,etc) None
n. Intake Structures Forebay has many surface cracks but is well maintained
o. Stability Good. No problems observed
p. Miscellaneous
10) Appurtenant Structures (Power House, Lock, Gatchouse, Other)
a. Description and Condition Powerhouse is in good condition
A-8
APPENDIX B
ENGINEERING DATA
APPENDIX B
TITLE PAGE
Site Plan B-2
Cross Sections, Top View of Head Rack B-3
Plan & Sections of Extension to Intake B-4
Plans & Elevations of Abutments B-5
B-I
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APPENDIX C
PHOTOGRAPHS
4
1. Downstream Channel
2. Upstream impoundment
C-2
3. Downstream face of dam and west abutment
4. Downstream face of darn and powerhouse
C-3
5.Ws aeo es btet oe ple ocee
6. est face of west abutment. Note spalled concret.
'--'I
i ... i, -,1,
7. East face of west abutment. Note spalled concrete.
°. e b db
8. West wal beyond west abutment
C.- 5
9. Powerhouse intake structure
10. West face of inlet structure. Note cracked concrete.
C -:
I. Roc'l< erosicn undcr downstreamn apron
12. Powerhouse
13. Overview
I
APPENDIX D
HYDRAULIC AND HYDROLOGIC COMPUTATIONS
APPENDIX D
PAGE
Cross Section Location Plan D-2
HEC-I Dam Safety Version Computer Program-Input D-5
HEC-I Dam Safety Version Computer Program-Output D-9
Supporting Calculations
* Hydrology D-37
* Spillway Hydraulics D-48
0 Downstream Channel Routing D-52
Checklist for Hydrologic and Hydraulic Engineering Data D-61
D-I
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(D D DATE s/2 r/ SUBJcT ;,C 7. u:' . " . SUB-SWEET NO. /
OWNER PROJECT NAME _ 2 .,, , '
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AD-AI05 799 ERDMAN ANTHONY ASSOCIATES ROCHESTER NY F/G 13/13
NATIONAL DAM SAFETY PROGRAM. SPRINGVILLE OAM (INVENTORY NUMBER --ETC (U)
AUG Al A J FARRELL DACW511C-0017
UNCLASSIFIED NL
Eh4 EEEEhsmEEmhEmhmhEE
* * N * I ENDc
P.L.L.DATE ) ! ERDMAN, ANTHONY, ASSOCIATES SW6ET 2OF~D~6/< oATE, 5//I SUBJECT Aj'im 7, 4 dAY'LI DL )& SUB-SW4E6T NO.
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OWNER PROJECT NAME P/i4 ~ Z~ rO~. -ro~
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D-40
,D . ATE C / / - 7/ ERDMAN, ANTHONY, ASSOCIATES SWEET o r4:KD AT . stIjJcT -,: -7r4 0-/ . SUS-SNEET NO.
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D-41
BY ~ DATE ERDMAN, ANTHONY, ASSOCIATES SNEET OF
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5C7 C,7
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D-42
ov r.- DATE " ( ERDMAN, ANTHONY, ASSOCIATES SI4EET -7 OF
co DATE SUBJEC ,,, -2o 4 H c V/ SUB-SWEET NO. 7OWNER PRojrsCTNmAm Q,9,.L,/ ,,?,'l
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D-43
-- DATE C ERDMAN, ANTHONY, ASSOCIATES SWEST ~O.DAESUSACT ~ 0 4 LL~~ SUD-SMSET NO. g
OWNER PROJECT NAME O'M -4)oI Gc11c 1
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D-44
2" . , DATE 5 ERDMAN, ANTHONY, ASSOCIATES SWET oF
DATE .5 7 -'uUJCcT P;,'/ -70 Jv4 /I' C SUB-SHEET NO. 9OWNER PROJECT NAME A4.vi ,pI'd T ,0
1, 4 4
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3 . DATE ERDMAN, ANTHONY, ASSOCIATES SW4EET OFD ~ ~ Z L'kA DAqDETP.,'h/ D( SUB-SWEET NO. /0
L,.i'VNEiR PROJECT NAME I.r ',dA' , I.C?2 j
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By ., ( )ATE S-/7 / / ERDMAN, ANTHONY, ASSOCIATES SN4ET // OF:o'/4 DATEJ 4 U9JECT Q3 NO.
O WNER PROJECT NAM G .... SWEET NO. /
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By DAT : ERDMAN, ANTHONY, ASSOCIATES SHEET - OF
CD - / D ATE SUBJECT . r "-- SUB-SHEET NO.
OWNER PROJECT NAME . / ,//,
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D-48
_ / . DATS - ERDMAN, ANTHONY, ASSOCIATES SWEET / OF
.3 DATE / SUJE"cT -, / SU SHEET NO. ;2-
OWNER PROJECT NAME ., ' , -"
/
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F L E. I
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GY /, ,A DATE i ", ,- 7 ERDMAN, ANTHONY, ASSOCIATES SWEET OF
KD 4 " OATE / SUBJECT "-. '? '-1 ,,, / I 'Y SUB-SWEET NO.
OWNER PROJECT NAME , / / ," " / ' .,O
A .T- C. A
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D-50
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CPDATE h / SUSJECT .. ' U r/,.SUDIWEGET NO.
OWNER PROJECT NAME r S 3 ):: c L).L
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c ~ DATE ./<i ( SUBJECT t 'f, , SUB.SWEET NO.
OWNER PROJ- E.NA. I . y'
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D-52
SDATE "-' ERDMAN, ANTHONY, ASSOCIATES SHEET / 7 OF
C) , ,~ DATE , '' SUBJECT ,, SUB-SIEETNO.
OWNER PROJECTNiiE AME
A "-TL I _..1VILL ff i :.,l,'
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D-53
r DATE . ERDMAN, ANTHONY, ASSOCIATES S14EET , OF
DATE . SUBJECT - SUB-SWEET NO. 3
OWNER PROJECT NAME "..
- '.9
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7 ,.:, 1 -:,:, o, L ot
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: 7 ' DATE - ERDMAN, ANTHONY, ASSOCIATES S1EET / o; ,
KO D DATE / ,/il SUIECT A' , -. K_ 2 sue-swrEerT NO.
:CC
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0 D i( DATE , /: SUBJECT ' j 7 J '. SUB.SWEETNO.
OWNER PROJECT NAME .:. "
o Lo 0
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bAE -'-~ 1q~'ERDMAN, ANTHONY. AS&OCIATES SWEET 2.O
:0 2 1 ~SUIUCT / f]j SUB-.SHET NO.
OWNER 4'RCJBCT NAME i>)V k/ J(:2I -'-
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By DATE. -i// ERDMAN, ANTHONY, ASSOCAE Si4EET ~. OF.
NDDATE. 126 41 SUBJECT ~'/23~/.--'7~SUB-SW4EET NO. ~PROJECT NAME (Jp,1 - ' T -0t A ~ 191.C
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D-59
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KO ~ 4 DATE ~ /SUBJGCT7-;,, %%- r ~r,'6t. - .,-4 ui3.si4EET NO.
VjWNGR PROJECT NAME r'L7e ,C
171
E T(ON
cJJ
c-, f'-4
D-60
CHECK LIST FOR DAMSHYDROLOCIC AND HYDRAULIC
ENGINEERING DATA
DAM NY 709~)
AREA-CAPACITY DATA:
Elevation Surface Area Storage Capacity
(ft.) (acres) (acre-ft.)
1) Top of Dam 9 1170(W eii-t r
2) Design High Water 0(Max. Design Pool) ____.__-
3) Auxiliary Spillway - 40"Crest __0__._
4) pool Level with - 4oFlashboards _Mrs__5
5) Service SpillwayCrest _________
DISCHARGES Volume
(cfs)
1) Average Daily __n__o,_n
2) Spillway @ yaximum Hligh Water (-% 0 we* &CVt 1aMo' 34 /jS o
3) Spillway @ Design High Water 33,8 .7
4) Spillway @ Auxiliary Spillway Crest Elevation Z3,/9Z _
= )Low Level Outlet (p.et4 0se -po~t apA&& dwi, Pws
6) Total (of all facilities) @ Maximum High Water
7) Maximum Known Flood (rleD.r elev. , 100. 7)4.5
8) At Time of Inspection (rerve u/ev. r /093.7) 0
D-61
CREST: S C@wC ELEVATION: 1_ ___, _
Type: bA crectf 4 eawn embokfienf t core waollWidth: I.5" Length_ 6 9. 5 .
Spi llover SVjct. ."pIhlxaLy
Location wv-eSt er4 fC dav,
SP I LLWAY:
SERVICE AUXILIARY (eLOt carf uA
/093.7 Elevation / ( 7.6 4p" mj /)
Vnqal 02 e e st Type &rft4 cresed/8Z "/L. Width _1_.5_ _
Type of Control
_____ ____ Uncontrolled V "
Control led:
' Type C16Ak&vt e'kv, /0.8(Flashboards; gate)
Number /Size/Length
Invert Material
Anticipated Lengthof operating service 17.6_ _.
N1,4 Chute LengthveA*ol piptrFo,,., Height Between Spillway Crest
-Fer,. of' "dw & Approach Channel Invert(Weir Flow)
9315-(9/8)~ D-62
HYD ROtMETEROLOG I CAL GAGES:
Type Non C
Location:
Records:
Date -
Max. Reading -
FLOOD WATER COt4TROL SYSTEM:
Warning System: A/on .
Method of Controlled Releases (mechanisms):
?3-15-4(9/80)..... D-63
4..
)RAIkAGE AREA:
)RAINAGE BASIN RUNOFF CHARACTERISTICS:
Land Use -T~p e: (fh7gSv/pnet,~ Jc A dU eesA&e-.r
Terrain - Relief: /o/!?4EO iea C4
Surface - Soil: 4.,)1, Jh/( . bedrcikRunoff Potential (existing or planned extensive alterations to existing
(surface or subsurface conditions)
Potential Sedimentation problem areas (natural or man-made; -present or future)& .t -.4 of rd ,, , /X. ,6e.t.'" ,O .7U _ rso&,,,-.
Potential Backwater problem areas for levels at maximum storage capacityincluding surcharge storage:
Dikes - Floodwalls (overflow & non-overflow ) - Low reaches along the
Reservoir perimeter:
Location: AloneElevation:
Reservoir:
Length e Maximum Pool- *2 (miles)
Length of Shoreline (8 Spillway Crest) _ _ 0 (Miles)
D-6480) I
APP EN DIX E
REF ER ENC ES
APPENDIX E
REFERENCES
1) U.S. Department of Commerce, Technical Paper No. 40, RainfallFrequency Atlas of the United States, May, 1961.
2) F.M. Henderson, Open Channel Flow, Macmillian Publishing Co., Inc.,1966.
3) H.W. King and E.F. Brater, Handbook of Hydraulics, 5th Edition,McGraw-Hill, 1963.
4) T. W. Lambe and R.V. Whitman, Soil Mechanics, John Wiley and Sons,1969.
5) W.D. Thornbury, Principles of Geomorphology, John Wiley and Sons,1969.
6) University of the State of New York, Geology of New York, EducationLeaflet 20, Reprinted 1973.
7) Cornell University Agriculture Experiment Station (compiled by M.G.Cline and R.L. Marshall), General Soil Map of New York State and Soilsof New York Landscapes , Information Bulletin 119, 1977.
8) U.S. Department of Commerce, Hydrometeorological Report No. 33,Seasonal Variation of the Probable Maximum Precipitation East of the105th Meridian for Areas From 10 to 1000 Square Miles and Durationsof 6, 12, 24, and 48 hours, April 1956.
9) U.S. Department of the Army, Engineering Manual 1110-2-14i11,Standard Project Flood Determinations, March 1952.
10) U.S. Army Corps of Engineers, The Hydrologic Engineering Center, FloodHydrograph Package (HEC-1) Users Manual for Dam Safety Investigations,September, 1978.
E-1
APPENDIX F
PREVIOUS INSPECTION REPORTS!
AVAILABLE DOCUMENTS
F-I
- . ~~FEDERAL ENERGY REGULATORY COMMISSION M~2~18f, Nw YoRx REGIONAL OFFcC
24 FEERAL PLAZA, New YoRi. Nrw YORK 10007
• . '.-March 21, 1980
Mr. George KochSupervisor, Dam Safety SectionN.Y. State Department of
Environmental Conservation50 Wolf RoadAlbany,. N.Y. 12233
S'Re: The Village of Springville, NYDam and Hydro Works - LP No. 2802
Dear Mr. Koch:
We wish to advise that the referenced application for FERC'minorlicense has been dismissed by order of the Commission dated November 30, 1979.The application was dismissed for lack of jurisdiction.
The Springville Project consists of a concrete dam approximately 25-'iI feet high, a reservoir contann miia rag, conduits, flume, a brick
powerhouse containing two units with a total capacity of 500 kw andappurtenant facilities.
As the FERC no longer has Jurisdiction at this facility, thismatter is referred to your office for appropriate considerations.
7. Sincerely,
Jae D. "Hebson. " Regional Engineer
* o.
- 4 *V -
F-2
(By Visual Inspection)
Date)am Number River Basin Town County Hazard Class & Inspector
Stream -C mr -jsC G( Owner -ti~iec gt
Type of Construction Use
O Earth w/Concrete Spillway Q Water Supply
0 Earth ,/Drop inlet Pipe 0 Power Vi'l, A- ' 1,7
o Earth v/Stone or Riprap Spillway - Recreation - Q High Density
Concrete Q Fish and Wildlife
Q Stone Q Farm Pond
[] Timber Q No Apparent Use-Abandoned
Q Other ] Flood Control
Q- C Other ________
E ti--aed Impoundment SLze ______ Acres# Estimated Height of Dam above Streambed .'O Ft.
Condition of Saillway /eAService satsfactory Auxiliary satisfactory
] In need of repair or maintenance i In need of repair or maintenance
Explain:
Condition of Non-Overflow Section
Satisfactory 5 In need of repair or maintenance
Explain:
"Z" Condition of Mechanical Ecuipment
Satisfactory a In need of repair or maintenance
Explain:
Siltation C] High. 5 Low
Explain:
Remarks: CT CV92 44e1"', J*44&.
Evaluation (From Visual Inspection)
-. 5 RepAreq'd. beyond normal maint. .C No defects observed beyond normal maInt.
F-3
EDWARDS AND MONCREIFF, P. c.
ENGINEERS ANO SURVEYORS
I.CK IE KDWAROS. P. C. a I.. S 0ill 3. CASCADE DRIVE
SILLEI4 0. MONcREI{IfI" . in. R NOUTEK 210I lANK J. JANER. P. W.
1lp"INOVI4jr. M V. 141
"OGER C. ,UJGOION. P. IL. 710 NO-201
April 8,"1977 . •
Mr. Stanfield Zoccollo, P.E.N.Y.S. Department of Environmental ConservationRoom 41450 Wolf RoadAlbany, New York 12233 -
RE: Village of SpringvilleDam on Cattaraugus Creek
Dear Mr. Zoccollo:
We appreciate your efforts earlier this year in researching thefiles relative to the Springville Dam. We have now put together a setof prints consisting of 25 sheets some of which we obtained from you
and some from other sources. We are transmitting herewith one set ofprints to you for your records. These should provide a much mor~-.agi-
ble and more complete record for your office.
Again we appreciate your past efforts and hope these prints willbe of some value.
Very truly yours, IAr ( '"
ED~qDS& NCREIFF, P.C.
Lee S. Edwards, P.E.President
LSE/dssEnc..cc: Cail Dayton
F-4
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2y2COR1UGATO SAO - ,
... "CO ftftUAft
Tilt *,AMPAR CR.oO.. Pr.,,. -OMMENT September 13, 1921.
Mr. Alexander R. McKinn,Inspector of New York State Docks & Dams,Conservation Commission,Albany, N. Y.
Dear Sir:
Mr. f. L. Botsford, an engineer of Springville, N.Y. whois in charge of the erection of a new dam at this point,has requested us to prepare a design for a four-bay_tobe used in connection with this dam. We made our desianand submitted copies of it to him yesterday. He requestedthat copies of our drawing be sent you for your reviewal.These two blue prints are being sent you today by first classmail, and we trust will reach you promptly.
In making a design for this four-bay, several assumptions inregard to pressures and stresses can be made. We used whatwe term a conservative basis in designing this structure.The steel stress was kept within 10,000 pounds per squareinch and the concrete stress does not exceed 500 pounds persqiuare inch in cross bending.
You will note from the plans that we have designed thestructure so that the main reinforcing steel will be in ahorizontal position. This ;ethod gives exceptionallyshort spans for the thick walls. By framing the structurein this manner additional strength is obtained thru archaction, which additional strength, however, is not takeninto account. We are attaching a copy of our design forthe south wall and the east wall. These two calculationswill give you our methods and we believe that you will agreewith us in this connection.
The structure is assumed to be empty and the water levelon the outside is taken to the very top. This water pressureexists on the west wall and also on the south wall. Thesouth wall has an earth embankment against it and is notsupposed to receive any water pressure from the outside.
o However, we have assumed that it might receive this pressureJn view of the fact that the core wall does not ward it off.
F-6
4, - -. -- -.
RuGAl2O 8AN COMPANY 10Wgiuu No........ Ag........&~,LA.L I~i~"itt
The saiwl n tenrhwa s'la h ot
-wall, ~ ~ ~ -aeasmdt aea-ul.edo ae rsue
-- frm te inide, inwhih'cae te, erthpresurefro
the ousid isentrel neglecie .'
Th 7-tr'a at.* th .. ld4 i . etedyan on
Btsferd asl soa youh norte wall. asese tlane softthlle -are ansupednto twheahuweheado ae e r prsuen-roteideinwhich yudsr oeeaete- enrth esstae ftomcl
whe tside isu entyore. atnilected.trs that -yo cag
oher cotiroraposition he hep isrdytoerc
this our-by.. on't ou erefotrel kinlyuritr
Botaordas oonas o Aeistone oCr hefe pains.er
AP thrGr n onswihw hv o aecer ruo
whih oudeir mreexlaaton~d nt estaeFo-al
W.' LAS, &VA-s 9640MO - S- T.- ' .
;..~-;STATE F, 'YORK,:'.,
nARTMENT OF -STATE'ENGINEER AND0 SURVIEYOR -. :.SEMt ASSISTANT. EINRSOFE.
aWAI ENGIMEERAS W~U___~.'''
~16 9*- -~4 --4. -k. 4Z-..
~-:Sept.- 6,_,1921o4
M .~~NMOBAHDU3 M. 3AYMML W:- 8A!D AJD GRA'! PROPOSSD ?O3 V3
S?~INGTLYJ3,z CH'~O -THE 4&TTARAVGVS CRB . .. M .*.
'44 .. * ~ 4*4 4~*4~~4.4~. ~ ~ v
,ewe ha recived4 two samples. of sand and& gravel. from the
Ti~a~eofSpr li, ':Y 2'whioh are'p oposed' for use 4on.a Odam,
-..on, the'.Cattaraugua re. J..,,A4 -- :'heenclosed reporVt'6n the reail: ;sIfteatsof-thefirst-4 _
.3ample shows- that..the sana. an&,graval oontainsa &large peroentage'of loam. CXcept 4 hsteaeii old be satisfactory for"-
. Us* iicono~lrto.Btboueo the.-large amotnt-'af,.loam the 1aand
".K4
,a&gravel showashed o~-ing..,.
Asmall se oon..sapeoanud am&L gravel was r'eceive&. from.
4a V1La'to-smal fortests. "An examinationme- -nag a. Sepe we
of it,,however Shows that."t-iscompose d o-the saame type of materials zi
as the larg smple. tthat i-~"':aie-a5 moloam'
bu ol& also, have to bewashe&*before being used*.- -
Our - -- u ....
4 . - S. -
4444: A ... ..- -"In charge "of teats
. .. . ..... ..,
* 44 4 j?44 -. .4:4.
Not...':- -4 '
F-8'
DEPART ,-.T OF STATE ENGINEER AND SURVEYORTzSTING LABO-1ATORY
ALBANT
Tests of Sand .m .. A ~ . ...at ... .-. . ....... .
for use on Contract _.--.Div.sio
=S'ample N ...,.,No... .. taken_..... ; received at Laboratory... ........ made up..
ba ndaht matter...
re tage of Vo ds___3.. 2 ..... an~~d~-~t.Parts of sand tO cement by weight sand to x cement. Per cent water used................ ,
mperature of water used in mixing,..... ... L Fabr. Briquettes kept in moist air 24 hours and then immersed.
Cement used in tests,........... . This cement tested as follows:-
.......................... ....................)ha...... ....... min.Nts (determined by Vicat needle): -Iitial, I~ 1I reurmn 45 mi. hadMax. re-quirerneat 6o0 rnm.
Constancy of Volume Tests:-Normal air..! A.__: .Normal wer-.!...ccelerated._ A.
neness (per cent passing standard sieve No. .o........ .) ........................................ ........ ....... . .... _(Requirement, 92%)
( No. 200). ................... (Requirement, 78%)
TENSILE STRENGTH IN POUNDS PER SQUARE INCH SIZE OF SAND
STANDAD SAND NATURAL SAND WASHED SAND PASSING SIEVE
":; ""- .. .. .. . .. . -- . . .. J ... 4 .t7 Days asDays 7 7Days 2 SDays 7 naYa 28ODays A Xa. PrCn
*.3- ..e4.. , ... . ...
. . 7o 0 . 3....0 9
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F- 9
Vriae Waterhe
ft Spring7ille, N; Y.
Dear Sir- .
ffe have received ffom your 71llage nile,.-LBosfrd dm2ss1 2, 3, 4 and 5 for Damn No, 5(35,-vrie 'Tater-
shad at Springylil, o;,ned 'by- the 7illagre of Springville. -The11orebay drawing on sheets Nioss. 1, 2. end. At are supcerseded by,sheet N(o. 5. -
one~f August 15th we approved of the darn and apron sectionof te.application rhich'are sho-ma on drawings 2 a.-d 3. Wehereby approve of the west abutment and em~lbanL~ents shown on-drawing No..4 and the 'penstock forebay and east abutment asshown on drawing Nol 5. This..comple tee application No. 426which has been submitted. -
Thi aproalshal otbe denemcd to authorize anyInvasion of property rights, either -public or p -iv'ate, in carry-izig out the above work; nor to create any claim or demand againstthe State of New York; nor to be considered as authorizing theflooding of State lands,'nor as acquiescing In the flooding of.such lands.
If flaehboordo' are to.be 'ieed In the 3piliway, they4ti, should be so designed as -to give way entirely vhen the pond level
reaches two-thirds the heig~ht of the siillwny so that the wholespillway may be available for floods. 'The design of theseflashboards, giving the span and4.dimensions, ehould be submittedto and approv7ed by thi~s offiae.,before they are ucod.
"Pea acnolegthe receipt of'A this letter promptly.
-eytrully yours,
S-. E'Prank U. tTILLIALIS*,
S t ate 9,Egineer . -
F- 10
Approval o' am-56%.
Erie Wwatershed, Sept emb er 3, 1921.-Springville, 11. Y.
imH on. Y'rank U!. ~i~~rStaite Thzineer and. Saveyor,
'Dear Sir:- . -
.On August 15th,, you approved. of the damr and apronsetin-or thisa ppiaan '"he una~ppraved portion hna b een
very carefully studied end. ch'ecket. up.' The penstock forebsy
particularly has b een gen considerable timne and attention
as it had to be e-one over several times on account of inade-
quats reinforcement 'and. poor design,. Assistant Engineer
Gibson has checYke& this over an&. done good work thereon. The
site has been inspeoted by7 Senior Assistant Mign.ineer ilildes
on the foundation bed.
I consider. the entire dam an no'* shovn by .the plans
submitted to have a pe provisions for the protection of
lifb ald property below the 'damn and therefore respectfully
reoocmeun 70' anPproval...
Very trul~y 3u
Ins-pector'of Docks and D a.
F-11
Angust i , 1921.
IL. L. C. Hulburd,
Division Engineer,
I1ochester, R. 7.A-Y 7o$Dear ir•--
On Irist 15, in company with the local engineer, r .L.Botsford, 1 inspected the foundations of thn proposed dam of theSpringville i*unicipal. plant. This is being loce.ted tbont 60 feet belowth,, old t4iber spillway d,&m, and extends east and west across the louer:; ::end of a gorge in Cattaraugus Creek. A concrete Obee section forabout 182 feet (swae length as old -spillway), conc;'ote abutments tyingin with old stone =asonr-y a-utments and clay dikes, with concrete ~ bS
core walls extendlng into each hillside and utliun~j the old dikesas upstream berxes will comprise the structiu-e. The rock founda-tion is a gonerally' fi:= and well presorveod shale which, where longexposed on the hillsidesth haB rotted an(i scaled conspicuotusly.Where cleancd a f in tLo ztreLun-bed, it exhibits Lapproxivateiy hozi-on-al cleavage, occasionally intersected by vertical cleavage planes.There is enough evidencc of water action to indicate that thH roch waill :stand consldorable attrition before shattering along cloavaee planes.
The entire c.:os-section of the streum-bed has scoured toa depth of abo t 7 to 20 feet, on account of the 9uerflow at the oldspillway. The down-ztream edge of thb's pocket has been utilizedas a to-hold for thc now structure. Thus it is plannvd to buildthis dam on the existing surface with necessary' cleaning up by handtools and veiy little drilling or excavttion, and I concur in Al".'Botsford's view that, vhere avoidable, it is distinctly better notto blast and disturb exiuting surface. No cut-off is planned atthd up-strcam side or under the apron.
The ',alter Iradley Construction o., Contzactors, haveinstalled a concrete plant and chute, anC prepared the foundation ofthe most westerly section of spillway (which iu to be 45 feet long).except for drilling and cutting into the hillside, so an to squarethe exoav:tion at the deeper level, westerly to the abutrment. ASince tho up-atrzu: face of the now dam is netir the idlc of thepocket in the3 stream-bad, the horizontal sew-s would bo e-:pozcd towater pruusure belowi the level of the stropm-bed Wt the ends of thebole and., also. in the center of the valley where the hole is deepestup-stream from the m. These exposed surfaces at the ends, itis proposeo to aaa. with concrete extending up-stron.%i from tbc struc-ture, anA the rock had already been prepared for this at the west end.The question of lining the deeper hole at the center with concrete was
Air-""
F-12
-being considered and I recommended its adoption.
r was as'ke4 particularly to paes on the foundazion asprepared, for the westerly block. The lower level-was flat, cleanand firm at an elevation about 7 feet below the normal stream-bed.The irregular atep and higher level satisfied =a, although therewere two- close vertical seams.-or-.'leavage planes extending throughthe section at 45* with the dam.~ A simrilar seam ha3 widened intoa small channeal in'the oreek below here and these- seams may carry
-- some leakage and in time need attention. *11N explobatory holes-have been drilled here; bat the -evidence of the old damn which hasstood over twenty y'osrs with only three foot lower crest, is reason-able assurance that there are no serious sub-foundation difficulties.I therefore informed 7:r. Boteford ths.t I should report the founda-tion as satisfaoctory for this section. excepting the west end, stillto be excavated. Yn so reporting I understand that the dam has been 'figured to resist upward pressure.
The general plan forthe remaiinder of the spillivayfoundation appears to one adequate; but If complete inspection isrequired, it will be necessary to pass on the sections eepareatel7-it being the intention to have another one ready in a few days.
.In regard to the clay section of dam. I would say tbevalley soil appears to be good clay. Abundant gravel may be hadif desired fro= the hilltops, and I- would suggest that this be mixedwith the clay especially on the down-stream side. It was 1!r*Botsford's intention to excavate the corewall foundation a. littleInto rock, but using possibly 12-inch steps. I recomrmend at lest5-foot steptr and a 2-foot minim.um cutting. The natural r-ockz hereslopes about 1 on 1 wnere exposed on the west hillside.
- he watershed, Mr..Botsford stated to be about 265square miles, reservoir area Eomegpciires. ureatest height offlow on the old dam about 10 feet4 or neq'rly to the point of over-
*topping. The new dam providestfor 44"Ion cr~st before ov ertopping;but the computations wero said to be. ipgured on basis of& 10' over-flow and provide for 43000 c.f.s. or-150 sea. ft. per sqt. mile,This would saam, hovever to provide for less than 200.30 c.f.s. or efor some 30000 c.f.s. with 14' head. The recorded gagings balo.at Versailles, when prorated aoocordina to drainage areas, wouldindicate less than 20000 c.f.s. flood at Springville.
-The height of crest above river bed (na] Uf theamount of overflow and the extent of the scowr below ftvr-odarn,namely, about 60 ft., would seem to'indicate that the 24irfoot apronas planned Is none too long for seautlry,... -
.Very -truly yours,
................ e$%.V* Engineer
4L44 w: esj- 27
~ u~j#;> -4 jW
F-13.4* '
In re Dam 5650 August 15, 1921.Erie riatlershed,.Cattaraugus Creek,
M~r. H. L-. Botsfort' Village"', gineer,Village of Sprl=3-7i11e,
4 .~~pr~rini.le, Ui. Xe.
D ear Sir:-
W7e' have received thec applicaition,'toethe~r with aheets7- oe. 1, 2 and 3 arnd a srrvey sh~eet dateda July 19 th, for tUhe
reconstractilon of Dlam Nos, 5 5 , Erie Waterhcd, on CattarauFusCreek at Springville, omied. by the Village of SThringville,wzhlic~we apnrote forAthe dam and apron section and nermission to11orem~ber 1, 1922, Is given for the' construction of thi part-of the dam in accordance with the said plans. Aaditional pleans-rust be submnitted for approval for the forebay ad h atembankmeate For the core call ol! the ea.rth embaniueut we sue.ggesa top width of at le-ast 18 Inches and a batter ofL 1/2 horizontalto 12 vertical on each side& *The trench for this core 'wallchould be dug into the natural bed for a depth of 6 feet and
Itentirely filled w7ith the-cioncrete core base.
This d= section 'is approved iii so far as the miatterinvolves the jurisdiction conferred. unon this o~fce b7 Section22 of the Conserv tion Lave - This ap'3roval al-al. not be deemed
*to authorize any invasionof property riphta., either public orprivate, in csrrying out, the above vork; nor create any claim~or, derand against the State -of N~ew. York; nor to be consideredas athorizing the fl~odIrg:Uof. State landn, nor in acquiescing~in-fhe flooding of such St-Iate lands..'
. Very tuxyos~.~~
State Bengincer,
J~e~~ 3 tateiinr
% -44U- U
F- 14
-rn Fra 1Z A171o11a. -
State Z, n.n er.Albany, ... .... -
D)ear S~ir:--. .-
The Village of f'.prngvllle has auabmitted an applIcation
and olars Ib r the reconstraction o f their damn 1.o. 565, ri
.4a-erchcd on Cattaragus Creek. ho drainage of th e poncl formed
Iby thiua damn is about 280' square miles.- this section of the State
is unaped. The pro'able maxi~mn flow would be 30O0O0 feet and
would over-flow the crest, o f the s-pI11vz at a haigbt of 13 feet.
1 The a' atzert of the old damn was210 feet and of th e pzromosed damn
1e. f eet so that the is',il-y will be araple to 4t ': this flood.s
The forces for this resultaint are well 'n'ithin the middle third.
I find the dam as prop osod. to haive anr]1e din~ensions for
the protection o, C life end property and therefore raspeotfall~yrecor.end 7o= approval.
Very traly yours,,,. -
I-zmpecltor ol Docks arA -)=.
F- 15
Port ,? r.AL 90
Fio ._L ." ,Ser_ . ..WaiarN ..........
Fourndation seen g"."
Construction 0.K... " '.
APPL-CATION FOR CONSTRUCTION OR RECoNSTRUCTION OF A DAM
' . (Addr~e of Aplicant)
Application is hereby made to the Conservation Comnissiot of the State of New York, in compliance rnth
the provisions of Cap. LXV of the Consolidated Laws, the Conservation Law, for approval of the detailed
specifications and pas, marked.-..,- ..... [ ..
herewith submitted for the rof the dar located asstated below. All provisions of law will be
complied with in the erection of the said dam.
LOCATION AND GENERAL" DATA
Site of dam on._1(Name of shMM)
a branch of._."..LAh. .. within the
-dtsNam of thetow _^
limit o .fh tow ... ....... County oL.o...L.A-%-A
(Give p Wrirnatea distance fMm wel.known bridge, damF-_.vif otlnouth of strea. so that the exact site may be readily locaced on m p of the State)__ .. ..... .... ............ ..... ...... ......... . ._. .......- - - . - -- . . ---.-... ............. ... .
Purpose of dam. -- P R .s-L r •............ ................. ............ 7 ........ --.. ..
Reasons for malcing changes in existing structure............... 'tL .... ~-~"--
•~ .. ... .. ..
(A Spoisoneo &-AIL ~ fi~ipcat.
V Mawapplicant 1-4 .........
imlnihc te his title "itr . i thoi .l.VD
F- 16
