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7 ADA105 797 BAKER (MICHAELI JR INC BEAVER PA
FI 13/13NATIONAL DAM SAFETY PROGRAM. HONK FALLS DAM (INVENTORY NUMBER N-ETC(U)AUG 81 , KESTER OACW51-81-C-O010
UNCLASSIFIED NL
00000800000000IIIIIIIIIIIIIIIIBoBB////IIIIIIIIIIIIIIIIIIfIhllEElhlhlhlIEElllllEEEEEEEEIElh~hhlhllI
LOWER HUDSON RIVER BASIN
HONK FALLS DAM -V.LULSTER COUNTY, NEW YORK
INVENTORY NO. N.Y. 73
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
APPROVED FOR PUBLIC RELE.,8 DOISTRIBUTiON UNLIMITED -
LAJ;" ] 19 81
NEW YORK DISTRICT CORPS OF ENGINEERS
AUGUST 1931
----
SECURITY CI-ASSIFICArtai.. OF THIS PAGE ("- D.J- E-10,.d)
REPORT DOCUMENTATION PAGE READ~ INS OS
1. I1~Reot Nut~roR 12. GOVT ACCESSION NO. 3. REClAlr r'S CATALOG :#UM3FR
TITL d3.belh3). S. TYPE OP RIEPORT b PERIOD COV~.'hae nsecton -epor .. Phase X Inspection Report
Honk Falls Dam National Damn Safety Progra3Lower Hudson-River Basin, Ulster County, NY 6. PERORWGOA G REPORT NUBEInvntr._ _
7. UTHR~d 8.CONTRACT OR GRAW T NU 469E~fY-
.C RANVLLq1i(STIER, JR~ .*- DACW518-
9. PEAFORMNGORGNIZATION NAME AND ADDRESS- 10. PROGRAM ELEJMEHT.PROJECT. TAS%.M chael *Baker, Jr. Inc. A~&~~UI U~A
4301 Dutch Ridge Road
eaver, PA 15009 ____________
It. CONI'ROLjN GOFFICE NAME AND ADDRESS . I*REPORT DATA, -
Department of the Army (/ 14 August 1-98126 Federal Plaza- New York District, CofE 1L;0 EOPAGES
New York, Ilew York. 10287 ______________
14. MOP41TORING AGENCY t4ANe & ADDRESS(If dI1fsv~n1 1401 Controlig Office) is. SsCuptlTr CLXS5. (ofthv r~orDepartment of the Army26 Federal Plaza New York Dist ct, CafE ILStIE
NewYor, M 1087National Dam Safety Program. Honk Falls!'%'SDam (Inventory Number N.Y. 73), Lower
IS. DISTRIBUrIOm STATEM4ENT (ofthJ.U.-porl) Hudson River Basin, Ul.ster County, New
York. Phase I Inspection Report~Approved for public release; Distribucion uniatea.
17. O!STR13UTION STATEMENT (01:11% abstract wnerod Ia Block 20, If different from Report)
4 IS. SUPPLEEMT ARY NOTES-
is. REy woRos rcontlirw on revor. side it aftcassaa, mnd Identify, by block number)
Dam Saf ety Honk Falls D~amNational Dam Saf ety Program Ulster CountyViul -.?etion_ SIly
Lower Hudson River Basin
~G ~ -*.m~' ,-,'. I? '-c..- ~ fd '.n flr br block n-t
This rCpjr- provides infor-nation and analysis ou &. - Pih7sicalt condzt:'damn as( the'report date. infratiort and anal' "-r- based orl finspectiln of the da= by the parfomn- organiv<
-Examination of available documents' .and a visual inspec-tion of the damn and appurtenant structures'did not'revealcon~ditions which constitute an immediate hazard to humanlife or property.
00 ~~ 1473 ELTflO' OF I NOV 85 IS O3SOL!%EI Z)
- SVCR~~~ITV L.I smoCtcrwor This p..c:e. a--Z-
SECURITY CLASIFICATION OF THIS PAGF( . n Data Entered)
Using the Corps of Engineers' screening criteria, ithas been determined that the dam would be overtopped for allstorms exceeding approximately 26 percent of the Probable
Maximum Flood (PMF). The spillway is, therefore, adjudgedas "seriously inadequate" and the dam is assessed as "unsafe,non-emergency."
The classification of "unsafe" means that, based i an:nitial screening and preliminary computations, there appearsto be a serious deficiency in spillway capacity, so that ifa severe storm were to occur, overtopping and failure of thedam would take place, significantly increasing the hazard toloss of life downstream.
Structural stability analyses based on available informa-tion indicate that factors of safety against overturning andsliding are low for all conditions analyzed. When the damis subjected to severe loading conditions such as ice loadingor water levels overtopping the dam, the factors of safetyare below recommended levels.
Therefore, a detailed stability analysis is considerednecessary to determine actual stability conditions of thedam.
It is therefore recommended that, within three monthsof notification of the owner, detailed hydrologic andhydraulic investigations of the structure should be undertakento more accurately determine the site-specific characteristics
:.e watershed and their effects upon the overtopping-..ntial of the dam. At the same time, further analyses of
* ^:ructural stability of the overflow and nonoverflowS:.ns should be performed. The results of these investiga-
and analyses will determine the appropriate remedial-. res which will be required. In the interim, a detailed:!ency action plan must be developed and implemented
- periods of unusually heavy precipitation. Also,*...-he-clock surveillance must be provided during these
.At the present time, there exists no inspection or- -.enance program at the dam. A program of regular inspec-
id maintenance should be established. The dam should.o ,,xamined for seeps when the reservoir is below the spillway
Accession For jDTIC TABUn~ann~ounced.E CI." Justlf icat ion-. ..-- - ,0 98
Distribution/
Availability Coies DAvail and/0 _
Dist Special
SECUIHITY C A!'l "'CA .:0N OF T4I! PA(,r(HV..l V'!
.,- I,"terd d
PREFACE
This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams, forPhase I Investigations. Copies of these guidelines may beobtained from the Office of Chief of Engineers, Washington,D.C. 20314. The purpose of a Phase I Investigation is toidentify expeditiously those dams which may pose hazards tohuman life or property. The assessment of the generalcondition of the dam is based upon available data and visualinspections. Detailed investigation and analyses involvingtopographic mapping, subsurface investigations, testing, anddetailed computational evaluations are beyond the scope of aPhase I Investigation; however, the investigation is intendedto identify any need for such studies.
In reviewing this report, it should be realized that thereported condition of the dam is based on observations of fieldconditions at the time of inspection along with data availableto the inspection team. In cases where the reservoir waslowered or drained prior to inspection, such action, whileimproving the stability and safety of the dam, removes thenormal load on the structure and may obscure certain conditionswhich might otherwise be detectable if inspected under thenormal operating environment of the structure.
* It is important to note that the condition of a damdepends on numerous and constantly changing internal andexternal conditions, and is evolutionary in nature. It wouldbe incorrect to assume that the present condition of the damwill continue to represent the condition of the dam at somepoint in the future. Only through frequent inspections canunsafe conditions be detected and only through continued careand maintenance can these conditions be prevented orcorrected.
Phase I inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with theestablished Guidelines, the Spillway Test flood is based on theestimated "Probable Maximum Flood" for the region (greatestreasonably possible storm runoff), or fractions thereof.Because of the magnitude and rarity of such a storm event, afinding that a spillway will not pass the test flood should notbe interpreted as necessarily posing a highly inadequatecondition. The test flood provides a measure of relativespillway capacity and serves as an aide in determining the needfor more detailed hydrologic and hydraulic studies,considering the size of the dam, its general condition and thedownstream damage potential.
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
HONK FALLS DAMI.D. No. NY 73
DEC DAM No. 177C-735 LOWER HUDSON RIVER BASINULSTER COUNTY, NEW YORK
TABLE OF CONTENTS
PAGE NO.
ASSESSMENT
OVERVIEW PHOTOGRAPH
PROJECT INFORMATION 1
1.1 GENERAL 11.2 DESCRIPTION OF PROJECT 11.3 PERTINENT DATA 2
2 ENGINEERING DATA 5
2.1 GEOLOGY 52.2 SUBSURFACE INVESTIGATION 52.3 DAN AND APPURTENANT STRUCTURES 52.4 CONSTRUCTION RECORDS 62.5 OPERATION RECORDS 62.6 EVALUATION OF DATA 6
3 VISUAL INSPECTION 7
3.1 FINDINGS 73.2 EVALUATION 8
4 OPERATION AND MAINTENANCE PROCEDURES 11
4.1 PROCEDURES 114.2 MAINTENANCE OF THE DAN 114.3 WARNING SYSTEM 114.4 EVALUATION 11
5 HYDRAUL IC/HYDROLOGIC 13
5.1 DRAINAGE AREA CHARACTERISTICS 135.2 ANALYSIS CRITERIA 135.3 SPILLWAY CAPACITY 135.4 RESERVOIR CAPACITY 135.5 FLOODS OF RECORD 145.6 OVERTOPPING POTENTIAL 145.7 RESERVOIR EMPTYING POTENTIAL 145.8 EVALUATION 14
PAGE NO.
6 STRUCTURAL STABILITY 15
6.1 EVALUATION OF STRUCTURAL STABILITY 156.2 STABILITY ANALYSIS 166.3 SEISMIC STABILITY 17
7 ASSESSMENT/RECOMMENDATIONS 19
7.1 ASSESSMENT 197.2 RECOMMENDED MEASURES 20
APPENDIX
A. PHOTOGRAPHS
B. VISUAL INSPECTION CHECKLIST
C. HYDROLOGIC/HYDRAULIC DATA AND COMPUTATIONS
D. REFERENCES
E. DRAWINGS
F. BACKGROUND DOCUMENTS
G. STRUCTURAL STABILITY
i
I
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
Name of Dam: Honk Falls Dam (I.D. No. NY 73)
State: New York
County: Ulster
Stream: Rondout Creek
Date of Inspection: 8 March 1981
ASSESSMENT
Examination of available documents and a visual inspec-tion of the dam and appurtenant structures did not revealconditions which constitute an immediate hazard to humanlife or property.
Using the Corps of Engineers' screening criteria, ithas been determined that the dam would be overtopped for allstorms exceeding approximately 26 percent of the ProbableMaximum Flood (PMF). The spillway is, therefore, adjudgedas "seriously inadequate" and the dam is assessed as "unsafe,non-emergency."
The classification of "unsafe" means that, based on aninitial screening and preliminary computations, there appearsto be a serious deficiency in spillway capacity, so that ifa severe storm were to occur, overtopping and failure of thedam would take place, significantly increasing the hazard toloss of life downstream.
Structural stability analyses based on available informa-tion indicate that factors of safety against overturning andsliding are low for all conditions analyzed. When the damis subjected to severe loading conditions such as ice loadingor water levels overtopping the dam, the factors of safetyare below recommended levels.
Therefore, a detailed stability analysis is considerednecessary to determine actual stability conditions of thedam.
It is therefore recommended that, within three monthsof notification of the owner, detailed hydrologic andhydraulic investigations of the structure should be undertakento more accurately determine the site-specific characteristics
of the watershed and their effects upon the overtoppingpotential of the dam. At the same time, further analyses ofthe structural stability of the overflow and nonoverflowsections should be performed. The results of these investiga-tions and analyses will determine the appropriate remedialmeasures which will be required. In the interim, a detailedemergency action plan must be developed and implementedduring periods of unusually heavy precipitation. Also,around-the-clock surveillance must be provided during theseperiods.
At the present time, there exists no inspection ormaintenance program at the dam. A program of regular inspec-tion and maintenance should be established. The dam shouldbe examined for seeps when the reservoir is below the spillwaycrest.
The following remedial measures must be completedwithin one year:
1. The gates on the outlet pipes should be repaired,and their controls should be made operable.
2. Determine the source of and repair the area ofseepage at the soil-concrete contact along theright wall.
3. Determine the source of and repair the area ofseepage at the left wingwall.
4. Determine the cause of and repair the seepagebelow the auxiliary spillways.
5. Repair the eroded areas at the toe of the dam andat the construction joints.
6. Repair all areas on the dam where the concrete isspalled and deteriorated.
7. Remove all brush and trees growing near the rightabutment and on the dam.
8. Remove the trees and debris from the channel belowthe auxiliary spillways.
9. A program of periodic inspections and maintenanceof the dam should be established. All inspectionsand maintenance should be recorded for futurereference.
10. A staff gage should be installed to monitor reser-voir levels above normal pool.
SUBMITTED:ranville Kester/Jr. , Pt.o
Vice P ident
MIC BAKE J f New York, INC.
AP VW.M Smit J
New York District Engineer
DATE: __ _ _ __ _ _
I
] .
-4 -
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
HONK FALLS DAMI.D. No. NY 73
DEC DAM No. 177C-735LOWER HUDSON RIVER BASINULSTER COUNTY, NEW YORK
SECTION 1: PROJECT INFORMATION
1.1 GENERAL
a. Authority - The Phase I inspection reported hereinwas authorized by the Department of the Army,New York District, Corps of Engineers, to fulfillthe requirements of the National Dam InspectionAct, Public Law 92-367.
b. Purpose of Inspection - This inspection was con-ducted to evaluate the existing conditions of thedam, to identify deficiencies and hazardous condi-tions, to determine if these deficiencies constitutehazards to life and property, and to recommendremedial measures where required.
1.2 DESCRIPTION OF PROJECT
a. Description of Dam - Honk Falls Dam is a concretegravity structure 42.2 feet high, measured fromthe crest to the toe of the dam, and 294 feetlong. The overflow section (principal spillway)is located in the center of the dam and consistsof a 190.5-foot long broad-crested weir with avertical upstream face and a sloping downstreamface. The auxiliary spillway, located to theright of the principal spillway, has a totallength of 22.3 feet and consists of a broad-crestedconcrete weir with vertical upstream and downstreamfaces. The non-overflow sections are 20 feet longon the left side and 61.2 feet long on the rightside of the dam. Beneath the auxiliary spillwaysare two 6-foot diameter outlet pipes. A 3-footdiameter outlet pipe and a 12-inch outlet pipe arebelow the right and left sides of the spillway,respectively.
b. Location - Honk Falls Dam is located on RondoutCreek, a tributary of the Hudson River, 3 milesnorth of Ellenville, New York. The reservoir anddam are in Ulster County, New York. The coordinates
1
of the dam are N 410 45' and W 740 22.9'. The damcan be found on the Rondout Reservoir and Ellenville,New York, USGS 7.5 minute topographic quadrangles.A Location Map is shown in Appendix E.
c. Size Classification - Honk Falls Dam is 42.2 feethigh, and the reservoir storage capacity at theminimum top of dam (elevation 579.1 feet T.B.M.)is 1504 acre-feet. Therefore, the dam is in the"intermediate" size category as defined by theRecommended Guidelines for Safety Inspection ofDams (Reference 13, Appendix D).
d. Hazard Classification - One home is 1700 feetdownstream from the dam. Napanoch, New York, is6000 feet downstream from the dam. Loss of lifein the home and Napanoch is likely if the dam wereto fail. Honk Falls Dam is therefore consideredin the "high" hazard category as defined by theRecommended Guidelines for Safety Inspection ofDams.
e. Ownership - The dam and reservoir are owned byRecycled Paper Corp., c/o Albert I. Lonstein,Route 209, Terrace Hill, Ellenville, New York12428.
f. Purpose of the Dam - Honk Lake is used for recreation.
g. Design and Construction - The dam was built about1898. The designer and contractor are unknown.
h. Normal Operating Procedures - The reservoir istypically maintained at the spillway crest. Therehas been no maintenance or inspection of the damfor the past few years.
1.3 PERTINENT DATA
a. Drainage Area (square miles) - 104.09
b. Discharge at Dam (c.f.s.)
Spillway Capacity (at Minimum Top ofDam Elev. 579.1 ft. M.S.L.) 20,119.0
c. Elevation (Feet Above M.S.L.) -
Minimum Top of Dam 579.1Normal Pool (Spillway Crest) 569.0Streambed at Toe of Dam 536.9
'All elevations are referenced to the spillway crest, elev.569.0 ft. M.S.L., estimated from the USGS 7.5 minute topo-graphic quadrangle, Rondout Reservoir, NY.
2
d. Reservoir Surface (Acres) -
Top of Dam (Elev. 579.1 ft. M.S.L.) 86.2Spillway Crest (Elev. 569.0 ft. M.S.L.) 44.1
e. Reservoir Storage Capacity (Acre-Feet) -
Top of Dam (Elev. 579.1 ft. M.S.L.) 1504.0Spillway Crest (Elev. 569.0 ft. M.S.L.) 860.0
f. Dam-
Type: Concrete gravityLength (Feet) 294.0Height (Feet) 42.2Top Width (Feet) 2.5Side Slopes - Upstream Vertical
Downstream IV:l.3H
g. Principal Spillway -
Type: Concrete broad-crested weirCrest Length Perpendicular to Flow (Feet) 190.5Crest Width Parallel to Flow (Feet) 3.6Crest Elevation (Feet M.S.L.) 569.0
h. Auxiliary Spillway -
Type: Concrete broad-crested weirTotal Crest Length Perpendicular to
Flow (Feet) 22.3Crest Width Parallel to Flow (Feet) 0.8Crest Elevation (Feet M.S.L.) 576.6
i. Reservoir Drain -
Type: Two 6-foot diameter pipes, 15.4 feet belowthe spillway crest, with inoperative woodengates. One 3-foot diameter pipe, 28.1 feetbelow the spillway crest, that appears to beplugged. One 12-inch cast iron pipe, 30.1feet below the spillway crest, with a gatevalve.
SECTION 2: ENGINEERING DATA
2.1 GEOLOGY
Honk Falls Dam is located along the western margin ofthe Rondout-Esopus Valley region, Valley and Ridgephysiographic province - Hudson Lowland area. Bedrockin this region consists of faulted and folded Devonianand Silurian limestones, shales, and sandstones.Typical topographic relief in the region is 500 feet.
The Geologic Map of New York (Reference 2, Appendix D)indicates that bedrock units in the immediate vicinityof the dam are shales and siltstones of the undifferen-tiated Hamilton Group, Middle Devonian System. Outcropsof these units occur at the dam site.
The bedrock surface of Ulster County has been modifiedby the action of continental glaciation; therefore,most of the county is blanketed by ground morainedeposits.
There do not appear to be any geologic faults in thedam or reservoir area.
2.2 SUBSURFACE INVESTIGATION
No site-specific subsurface information was availablefor review by this investigation. However, as shown onthe Field Sketch in Appendix E, extensive outcrops ofsteeply dipping bedrock are located immediately down-stream from the dam. It can be assumed with a highdegree of confidence therefore, that the dam is con-structed primarily on bedrock.
The Soil Survey of Ulster County, New York (Reference 3,Appendix E) classifies the soil in the valley below thedam in the Arnot-Oquaga-Rock outcrop complex. Thesebouldery soils occur on steep slopes and are moderatelyto excessively well-drained loams with thickness up to26 inches. They are said to be moderately permeable andwith very rapid runoff characteristics. Free water,except for brief periods in spring and after heavy rain,is generally below the bedrock surface.
2.3 DAM AND APPURTENANT STRUCTURES
Honk Falls Dam was originally built around 1898 toprovide power for a paper mill. Presently, the dam is
5II 1 I1 I ...
used for recreation purposes only. The dam is a concretegravity dam approximately 42 feet high and 294 feetlong. The dam has a 190.5-foot long main spillwaywhich begins 20 feet from the left' abutment. It alsohas two auxiliary spillways on the right side of thedam. Beneath the auxiliary spillways are two 6-footdiameter outlet pipes. There is a 12-inch outlet pipeunder the left side of the main spillway and a 3-footdiameter pipe under the right side. It appears thatthe dam is founded on bedrock, at least under the mainspillway section. The auxiliary spillway and the rightabutment for the dam may be founded on bedrock or soil.
The existing dam is illustrated by a field sketch whichis included in Appendix E.
2.4 CONSTRUCTION RECORDS
No construction records were found during this investi-gation.
2.5 OPERATION RECORDS
No operation records were found during this investigation.
2.6 EVAULATION OF DATA
Engineering data was obtained entirely from files ofthe New York State Department of Environmental Conserva-tion. The available data, while very limited, isconsidered adequate and reliable for Phase I Inspectionpurposes, with the exception that foundation conditionsand details of the upstream face of the dam are notwell-known.
'Looking downstream.
6
SECTION 3: VISUAL INSPECTION
3.1 FINDINGS
a. General - The inspection was performed on 8 March1981. The weather was cloudy with temperatures inthe low 30's. The reservoir surface was at thespillway crest.
b. Spillway - The principal spillway begins 20 feetfrom the left abutment. The spillway is a concretebroad-crested weir with a freeboard of 10.1 feet.The concrete on the spillway is spalled and generallydeteriorated, and the construction joints arebadly eroded.
c. Auxiliary Spillway - On the right side of the damare two stepped-weir auxiliary spillways with acrest length of 10.1 feet and 7.2 feet. Both arebroad-crested weirs with a freeboard of 2.5 feet.
Trees and brush are growing in the dischargechannel below the auxiliary spillway.
d. Dam - The dam is a concrete gravity structure 294feet long with a height of 42.2 feet and a crestwidth of 2.5 feet. The concrete is spalled anddeteriorated over the entire sarface. The construc-tion joints in the principal spillway are badlyeroded with the copper seal visible in severalareas. There are cracks in the downstream face ofthe auxiliary spillway and minor seeps are present(Photo 5, Appendix A). The wing wall along theright abutment downstream from the dam has seepage(5 to 10 gpm) at the soil-concrete contact alongmost of its length (Photo 6, Appendix A). Thereare three depressions, one at the upstream face ofthe dam and two behind the right wing wall thatare possibly associated with the seepage under theright wing wall. The left wingwall has someseepage at its junction with the main portion ofthe dam. Some brush is growing in the jointbetween the upper and lower sections of the dam.
The rock-concrete interface at the tce of the damis eroded in several areas (Photo 4, Appendix A).The rock is hard and appears tight, however, dueto water over the spillway, it was not possible tosee if any seepage was flowing beneath the dam.
7
e. Outlet Works - Two 6-foot diameter outlet pipesare below the auxiliary spillway (Photo 7, Appen-dix A). Wooden gates on the upstream ends of thepipes were used to control the flow. Both gatesare leaking and have water flowing over theirdownstream face. The left gate has four valvesmounted on its downstream side (Photo 8, Appendix A)and its lift arm is missing. A 3-foot diameteroutlet pipe below the right side of the spillwayappears to have been plugged. A 12-inch outletpipe below the left side of the spillway has agate valve on the downstream end that is leakingaround the valve stem. None of the outlet worksare operable.
f. Downstream Channel - The spillway dischargesdirectly into the main channel; it is a deep rockchannel with large boulders. The channel isextremely narrow from the dam to a point 1500 feetdownstream where there is a sharp drop in thestreambed forming a waterfall.
A home and a highway bridge are located 1500 feetdownstream from the dam; several additional homesare located 1 mile downstream in Napanoch, NewYork.
g. Reservoir - The slopes, of the reservoir are moderateto steep with woods and good cover. There were nosigns of instability, and sedimentation did notappear to be a problem.
3.2 EVALUATION
Visual inspection revealed several deficiencies in thestructure. The following items were noted:
1. The right wing wall has seepage at the soil-concretecontact along most of its length,
2. The wooden gates on the 6-foot diameter outletpipes have water running down their face.
3. The mechanical equipment for the lift gates isinoperative.
4. The lift arm for the left gate on the 6-footdiameter outlet pipe is missing.
S. The left wingwall has seepage at the junction withthe main structure of the dam.
8I
6. There is seepage through the dam on the downstreamface below the auxiliary spillways:
7. The junction of the concrete and rock at the toeof the dam is eroded:
8. The construction joints in the dam are badlyeroded,
9. The entire concrete surface of the dam is spalledand deteriorated.
10. The valve on the 12-inch outlet pipe is leakingaround the valve stem.
11. Brush is growing in the joint between the upperand lower sections of the dam.
12. Trees and brush are growing in the dischargechannel below the auxiliary spillway.
13. Brush and trees are growing at the toe of the damon the right abutment.
4
.11
I 9
*17
SECTION 4: OPERATION AND MAINTENANCE PROCEDURES
4.1 PROCEDURES
There are no formal operating procedures. The operationof the dam is an automatic function controlled by thecrest of the spillway.
4.2 MAINTENACE OF THE DAM
Maintenance of the dam is considered to be poor. The
dam is not visually inspected and no maintenance hasbeen performed for many years.
4.3 WARNING SYSTEM
There is no formal warning system or emergency actionplan in effect.
4.4 EVALUATION
Maintenance and operating procedures for Honk Falls Damare considered to be inadequate.
It is recommended that a maintenance program be imple-mented, and that formal records of examinations andnecessary maintenance be recorded for future reference.A warning system and emergency action plan should bedeveloped and put into operation. A staff gage shouldbe installed to monitor reservoir levels above normalpool.
:i
ff5CDIC u G Bm~kM? IIU6
SECTION 5: HYDRAULIC/HYDROLOGIC
5.1 DRAINAGE AREA CHARA2TERISTICS
The drainage area for Honk Falls Dam is 104.09 squaremiles. Included in this drainage area is Merriman Dam(Fed. I.D. No. NY 74) which has a drainage area of95 sq. mi. The delineation of that portion of thewatershed below Merriman Dam was made using the USGSquadrangle for Rondout Reservoir, New York. The drainagebasin between Merriman Dam and Honk Falls Dam consistsof moderate to steep slopes which are well-covered withforests and ground vegetation. Some upland storageexists in the form of flat and swampy areas.
5.2 ANALYSIS CRITERIA
The hydraulic capacity of the dam, reservoir, andspillway was assessed by utilizing the U.S. Army Corpsof Engineers' Flood Hydrograph Package, HED-1 DB (Refer-ence 11, Appendix D). The hydrologic characteristicsof the watershed below Merriman Dam, specifically theSnyder's unit hydrograph parameters, were averagevalues obtained from Hydrologic Flood Routing Model forLower Hudson River Basin (Reference 14, Appendix D).Rainfall losses were estimated at an initial loss of1.0 inch and a constant loss of 0.1 inch per hourthereafter.
The outflow hydrograph for Merriman Dam was developedusing material presented in the Phase I InspectionReport prepared for Merriman Dam by Justin and Courtney,Inc. (see Appendix F). The outflow hydrograph forMerriman Dam was routed to Honk Lake. The hydrographfor the drainage area between Merriman Dam and HonkFalls Dam was developed and combined with the hydrographfrom Merriman Dam. The resulting hydrograph was thenrouted through Honk Falls Dam. The Probable MaximumFlood (PMF) and 1/2 Probable Maximum Flood (1/2 PMF)were developed and routed through the reservoir.
5.3 SPILLWAY CAPACITY
With the reservoir level at the minimum top of dam, thecombined capacity of the service and auxiliary spillwayswere determined to be 20,122 c.f.s.
5.4 RESERVOIR CAPACITY
The storage capacity of Honk Falls Dam at normal poolis 860 acre-feet. The storage capacity of the reservoir
13
-WGD PAO& IAiNHO fU
at the minimum top of dam is 1504 acre-feet. Therefore,flood control storage of the reservoir between thespillway crest and minimum top of dam is 644 acre-feet. This volume represents a total of 0.12 inch ofrunoff from the watershed.
5.5 FLOOD OF RECORD
No information concerning the effects of significant
floods on the dam is available.
5.6 OVERTOPPING POTENTIAL
The maximum combined capacity of the spillways is20,122 c.f.s. to the minimum top of dam. The peakoutflows of the PMF and 1/2-PMF are 92,425 c.f.s. and42,711 c.f.s., respectively. Therefore, the spillwaysare capable of passing 26 percent of the PMF beforeovertopping would occur.
Analyses of the dam and spillway show that the dam willbe overtopped during the 1/2-PMF by a maximum depth of5.11 feet for a total duration of 12.0 hours. The PMFresults in overtopping by a maximum depth of 10.61 feetfor a total duration of 18.0 hours.
5.7 RESERVOIR EMPYT TNG POTENTIAL
The reservoir has no operable outlet pipes to drawdown
the reservoir.
5.8 EVALUATION
It was determined that the spillway is capable ofpassing 26 percent of the PMF before overtopping thedam. Structural stability analyses based on available
information indicate that factors of safety againstoverturning and sliding are less than the recommendedguidelines for all conditions overtopping the dam. Thespillway is, therefore, judged to be "seriously inadequate".
Conclusions pertain to present conditions and theeffect of future development on the hydrology has not
been considered.
,14
SECTION 6: STRUCTURE STABILITY
6.1 EVALUATION OF STRUCTURAL STABILITY
a. Visual Observations - A number of significantdeficiencies related to the stability of thestructure were noted during the visual inspection.These include:
1. The face of the main spillway is spalled andbadly deteriorated. The copper seals in theconstruction joints are visible on the spillwaycrest, and the joints are eroded on thedownstream face of the spillway.
2. The downstream toe is eroded with exposedrebar on both ends of the main spillway. Itis unknown if water is flowing along the rockconcrete contact under the dam because waterwas flowing over the spillway at the time ofinspection.
3. While there are erosion channels and depressionsin the exposed bedrock downstream of the dam,the bedrock appears tight.
4. The downstream face of the auxiliary spillwaysis cracked, and minor seepage is occurring.
5. The right wingwall next to the auxiliaryspillway is cracked and has seepage at thesoil-wall contact point. There are threedepressions behind this wingwall which appearto be a result of this seepage.
6. Water is leaking around the wooden gates forthe two 6-foot diameter pipes below theauxiliary spillway.
b. Design and Construction Data - No design informationwas available regarding the stability of thestructure.
c. Operating Records -. Operating records are notavailable.
d. Post Construction Changes - There were no knownchanges made in the dam, except that it is nolonger used to provide power.
15
6.2 STRUCTURAL STABILITY ANALYSIS
The results of a previous stability analysis, if any,were not available for reference during this evaluation.A structural stability analysis has been conducted forthe maximum section of the main spillway. The casesanalyzed and respective results are as follows:
Case Description of Loading Conditions
1 Normal operating conditions with reservoirat the spillway crest, full uplift and notailwater.
2 Same as Case 1 with the addition of iceloading of 5000 pounds per lineal foot.
3 Reservoir level during 1/2-PMF (elev. 584.2M.S.L.), with full uplift, and a tailwaterof 9.1 feet.
4 Reservoir level during the PMF (elev. 589.7M.S.L.), with full uplift, and a tailwaterof 12.1 feet.
Factor of Safety Location of ResultantCase Overturning Sliding From Toe (ft.)
1 1.54 2.69 5.892 1.24 2.33 3.253 0.85 1.40 -3.794 0.64 0.97 -14.86
Notes: Location of middle 1/3 is 7.3 to 14.7 feetfrom downstream toe.
A negative sign above indicates that the resultantfalls downstream of the toe.
In all cases analyzed, the factors of safety againstoverturning are low and the locations of the resultantsfall outside of the middle 1/3. Therefore, the dam isnot considered safe against overturning. In addition,the factor of safety against sliding was low for allcases. However, the structure has withstood normalloading conditions in the past without apparent structuraldamage and the analyses may not indicate the true fieldconditions or proper loading condition. Therefore, itis recommended that an in-depth engineering study of thestructure be conducted to determine actual stabilityconditons prior to initiating any remedial measures.
.16
6.3 SEISMIC STABILITY
The dam is lcoated in Seismic Zone 1 which presents nohazard from earthquakes, according to the RecommendedGuidelines for Safety Inspection of Dams. This deter-mination is contingent on the requirement that staticstability conditions are satisfactory and conventionalsafety margins exist.
17i
SECTION 7: ASSESSMENT/RECOMMENDATIONS
7.1 ASSESSMENT
a. Safety - The Phase I Inspection of Honk Falls Damnrevealed that the spillway is "seriously inadequate,"based on the Corps of Engineers screening criteria:
outflows from any storm in excess of 26 percent of,j. the PMF will overtop the dam. For this reason,the dam has been assessed as unsafe, non-emergency.The classification of "unsafe" means that, basedon an initial screening and preliminary computations,there appears to be a serious deficiency in spillwaycapacity, so that is a severe storm were to occur,overtopping and failure of the dam would takeplace, significantly increasing the hazard to loss
H of life downstream.
Structural stability analyses based on availableinformation indicate that factors of safety against
K overturning and sliding are low for all conditionsanalyzed. When the dam is subjected to severeloading conditions such as ice 'Loading or waterlevels overtopping the dam, the factors of safetyare below recommended levels.
b. Adequacy of Information - The information availableand the observations and measurements made duringthe visual inspection are considered sufficientfor this Phase I inspection Report.
C. Need for Additional Investigation - Detailedhydrologic and hydraulic investigations of thestructure are considered necessary to more accuratelydetermine the overtopping potential of the dam andto determine appropriate mitigating measures inresponse to the spillway inadequacy. The reservoirshould be drawn down to allow for a visual inspec-tion of the upstream face of the dam and to checkfor seepage under the dam without water flowingover the spillway. Investigate the areas ofseepage and determine their effect on the structuralstability of the dam. A detailed stabilityanalysis of the dam is considered necessary todetermine actual stability conditions.
d. Urgency - The detailed hydrologic and hydraulicinvestigations and stability analysis must beinitiated within three months of notification tothe owner. Within one year, remedial measures
19MOLL"D1I PAGE B~.LA-IOT YI1SD
resulting from these investigations must be initi-ated, with completion of these measures during thefollowing year. In the interim, a detailed emer-gency action plan must be developed and implementedduring periods of unusually heavy precipitation.Also, around-the-clock surveillance must be providedduring these periods.
7.2 RECOMMENDED MEASURES
The following remedial measures must be completedwithin one year:
1. The gates on the outlet pipes should be repaired,and their controls should be made operable.
2. Determine the source of and repair the area ofseepage at the soil-concrete contact along theright wing wall.
3. Determine the source of and repair the area ofseepage at the left wingwall.
4. Determine the cause of and repair the seepagebelow the auxiliary spillways.
5. Repair the eroded concrete at the toe of the damand at the construction joints.
6. Repair all areas on the dam where the concrete isspalled and deteriorated.
7. Remove all brush and trees growing near the rightabutment and on the dam.
8. Remove the trees and debris from the channel belowthe auxiliary spillways.
9. A program of periodic inspections and maintenanceof the dam should be established. All inspectionsand maintenance should be recorded for futurereference.
10. A staff gage should be installed to monitor reservoirlevels above normal pool.
20
APPENDIX A
PHOTOGRAPHS
CONTENTS
Photo 1: Upstream Side of Dam
Photo 2: Downstream Face of Dam
Photo 3: Gate Works
Photo 4: Erosion at Toe on Left Abutment Showing ExposedReinforcing Bars
Photo 5: Auxiliary Spillway and Wingwalls From DownstreamSide
Photo 6: Seepage Along Right Wall
Photo 7: 6-Foot Diameter Outlet Pipes
Photo 8: Wooden Gate for Outlet Pipes
Note: Photographs were taken on 8 March 1981.
.1 " ~
HONK FALLS DAM4
Photo 1. Upstream Side of Dam8 march 1981
Photo 2. Downstream Face of Dam8 March 1981
HONK FALLS DAM
Photo 3. Gate Works
8 March 1981
Photo 4. Erosion at Toe on Left AbutmentShowing Exposed Reinforcing Bars
8 March 1981
HONK FALLS DAM
Photo 5. Auxiliary Spillway and Wingwalls
from Downstream Side8 March 1981
Photo 6. Seepage Along Right Wall
8 March 1981
I.i
HONK FALLS DAM
*1
Photo 7. 6-Foot Diameter Outlet Pipes
8 March 1981
Photo 8. Wooden Gate for Outlet Pipe
8 March 1981
a-. . . I , II Il I I -
APPENDIX B
VISUAL INSPECTION CHECKLIST
I
.4
VISUAL INSPECTION CHECKLIST
1) Basic Data
a. General
Name of Dam Honk Falls Dam
Fed. I.D. # NY 73 DEC Dam No. 177C-735
River Basin Lower Hudson River
Location: Town Napanoch County Ulster
Stream Name Rondout Creek
Tributary of Hudson River
Latitude (N) 410 45.0' Longitude (W) 740 22.9'
Type of Dam Concrete Gravity Dam
Hazard Category High
Date(s) of Inspection 8 March 1981
Weather Conditions Cloudy, Low 30's
Reservoir Level at Time of Inspection 569.0 ft.
b. Inspection Personnel Terry S. Hawk, Gary W. Todd, Larry A. Diday
c. Persons Contacted (Including Address & Phone No.) 914-647-8500
Albert I. Lonstein
Route 209
Terrace Hill
Ellenville, NY 12428
d. History:
Date Constructed About 1897-8 Date(s) Reconstructed
Designer Unknown
Constructed By Unknown
Owner Recycled Paper Corporation
2) Embankment -Not Applicable
a. Characteristics
4 ~~~~(1) Embankment Material____________ ____________
(2) Cutoff Type _____________________________
(3) Impervious Core ____________________________
1 ~ ~~~(4) Internal Drainage System ______________________
(5) Miscellaneous __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
b. Crest
(1) Vertical Alignment _________________________
(2) Horizontal Alignment ________________________
(3) Surface Cracks _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
(4) Miscellaneous _____________________________
c. Upstream Slope
(1) Slope (Estimate) (V:H) _______________________
(2) Undesirable Growth or Debris, Animal Burrows____________
(3) Sloughing, Subsidence, or Depressions _______________
(4) Slope Protection__________________ _________
(5) Surface Cracks or Movement at Toe __________________
d. Downstream Slope
i ~~~~(1) Slope (Estimate - V:H)_________ _____________
(2) Undesirable Growth or Debris, Animal Burrows____________
(3) Sloughing, Subsidence or Depressions________________
4 ~ ~~~~(4) Surface Cracks or Movement at Toe_________________
()Seepage________________________________
(6) External Drainage System (Ditches, Trenches, Blanket) _______
(7) Condition Around Outlet Structure _________________
(8) Seepage Beyond Toe________________ __________
e. Abutments - Embankmnent Contact ____________________
(1) Erosion at Contact________________ __________
(2) Seepage Along Contact _______________________
3)Drainage System
a. Description of System None observed
b. Condition of System________________________
~~~~C. Discharge from Drainage System ____________________
4) Instrumentation (MonumentationlSurveys, Observation Wells, Weirs,
None
5) Reservoir
a. Slopes Moderate, to steep wooded slopes.
b. Sedimentation None observed
c. Unusual Conditions Which Affect Dam Merriman Dam is 5 mi. upstream.
6) Area Downstream of Dam
a. Downstream Hazard (No. of Homes, Highways, etc.) 1,500 ft. below the
dam is a waterfall, a house, and a highway bridge. There are also several
homes in Napanoch approximately 1 mile downstream.
b. Seepage, Unusual Growth None observed at the time of inspection.
c. Evidence of Movement Beyond Toe of Dam None observed at the time of
inspection.
d. Condition of Downstream Channel Narrow rock channel with large boulders.
7) SpillwaX(s) (Including Discharge Conveyance Channel)
Overall condition is poor.
Lm"
a. General The spillway is 184.5 ft. long with 2 auxiliary spillways
at the right side of the dam.
b. Condition of Service Spillway The concrete spillway is spalled and deteri-
orated. The construction joints are badly eroded.
c. Condition of Auxiliary Spillway The 2 stepped auxiliary spillways are in
fair condition with minor spalling on the concrete surfaces.
d. Condition of Discharge Conveyance Channel Discharges into main channel.
Trees and brush are growing in the discharge channel below the auxiliary
spillway.
8) Reservoir Drain/Outlet
Type: Pipe 2 Conduit 2 Other
XMaterial: Concrete Metal Other
Size: 2 6-ft. diameter, 1 3-ft. Length 6-ft. diameter - 17 ft. long
3-ft. & 12-in. diameter-lengthdiameter and 1 12-in. diameter unknown
Invert Elevations: Entrance unknown6 ft. - 553.6 ft.
Exit 3 ft. - 540.9 ft.
12 in. - 538.9 ft.
Physical Condition (Describe): Unobservable
Material: Iron
Joints: Good Alignment Good
Structural Integrity: 6 ft. pipes are rusted with some sedimentation
in pipe.
Hydraulic Capability:
Means of Control: Gate X Valve UncontrolledOpertion Operablolle
Operation: Operable Inoperable X Other
Present Condition (Describe): 6 ft. pipes have wooden gates with water
running down face. Left gate has 4 pipes with valves set in gate. Left
gate lift arm is missing. 3 ft. pipe is plugged. The 12-inch pipe has a
gate valve with the stem leaking.
9) Structural
a. Concrete Surfaces The concrete is spalled, deteriorated, with eroded con-
struction Joints. Some areas are cracked with seeps; rock interfaces are
being undercut by erosion.
b. Structural CrackingThe spillway of gate section and wingwalls are cracking.
c. Movement - Horizontal & Vertical Alignment (Settlement) No signs of move-
ment of main structure were observed.
d. Junctions with Abutments or Embankments Rock concrete interfaces have
been eroded. Right upstream abutment has some erosion with soil contact,
riprap area on right abutment upstream has large depression, also under-
cut near wngwall. Downstream riprap is broken up. Two depressions near
(Continued next page)
. . . . - " ...... . ... .. .,][0
right abutment, one in riprap where rock has settled, one small depression
behind wall possibly as a result of the seep under the wall.
e. Drains - Foundation, Joint, Face None observed at the time of inspection
f. Water Passages, Conduits, Sluices See drains
g. Sepae orLeaage Around wooden gates in 6 ft. pipes. Right wall has
seepage existing from soil-concrete contact along most of length. Seepage
under right wall is estimated at 5 to 10 GPM and appears clear, some pene-
tration less than 2 ft. under wall with possible piping. Spillway face
above 6 ft. discharge pipes is seeping. Left wingwall has some seepage
near joint with main structure.
h. Joints - Construction, etc. Joints badly eroded along spillway face.
copper seal visible in several places. Some brush growing in joint between
upper and lower sections.
i. Foundation Some water is flowing along rock fissuies. Rock concrete inter-
.1 face is eroded away in several areas. Rock is hard and appears tight, how-
ever, due to water over spillway, can not see if any seepage exists between
rock and concrete or within rock itself.
j. Abutments See above
k. Control Gates Wood with water flowing down face.
1. Approach & Outlet Channels Approach channel unobservable. Outlet channel
contains old broken concrete channel. Water has eroded an outlet in rock
beyond wingwalls. The channel has trees and brush growing in it.
m. Energy Dissipators (Plunge Pool, etc.) None man-made. Erosion has created
hnmp poonl.
n. Intake Structures
o. Stability Structure does not appear to have moved.
p. Miscellaneous Entire structure appears in poor condition, only real exit
for water is over spillway causing dam to have a full lake.
10) Appurtenant Structures (Power House, Lock, Gatehouse, Other)
a. Description and Condition
Gate works are rusted and in poor condition.
Lift arm on left gate is missing.
.. 1
*
APPENDIX C
HYDROLOGIC/HYDRAULIC
ENGINEERING DATA AND COMPUTATIONS
MICHAEL BAKER. JR., INC. Subject -, ,, S.o. No.
THE BAKER ENGINEERS )RAj-A/ L Ar C Sheet No. of
/-o\280 _-o t , ,,"-,",u r -, Drawing No.~Box 280
Beater, Pa. 15009 Computed by :Z - 'T" Checked by Date
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.17
CHECK LIST FOR DAMSHYDROLOGIC AND HYDRAULIC
ENGINEERING DATA
AREA-CAPACITY DATA:
4Elevation Surface Area Storage Capacity(ft.) (acres) (acre-ft.)
1) Top of Dam 579.1 86.2 1,504
2) Design High Water
(Max. Design Pool) - --
3) Auxiliary SpillwayCrest 576.6 75.8 1,345
4) Pool Level withFlashboards - --
15) Service SpillwayCrest 569.0 44.1 860
DISCHARGES.
Volume(cfs)
1) Average Daily 25
2) Spillway @ Maximum High Water - Top of Dam - 19,876
3) Spillway @ Design High Water __________
4) Spillway @ Auxiliary Spillway Crest Elevation 12,B95
5) Low Level Outlet __________
6) Total (of all faciliti.es) @ Maximum High Water 20,122
7) Maximum Known Flood Unknown
8) At Time of Inspection 25
CREST: ELEVATION: 579.1 ft.
Type: Concrete
Width: 2.5 ft. Length: 294 ft.
4Spillover Broad-crested weir
Location Center of dam
SPILLWAY:
SERVICE AUXILIARY
569.0 ft. Elevation57. ft
Broad-crested weir Type Broad-crested weir
3.6 ft. Width 0.8 ft.
Type of Control
X Uncontrolled X
Controlled:
$ Type(Flashboards; gate)
-- ~~~Number __________________
-- Size/Length -
Invert Material __________________
Anticipated Lengthof Operating Service _________________
_________________________Chute Length__________________
20 ft. Height Between Spillway Crest 27.6 ft.
Approach Channel Invert(Weir Flow)
MYDROMETEROLOGICAL GAGES:
Type: None
Location: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
4 Records:
Date:__________________________________
Max. Reading:____________________________
I FLOOD WATER CONTROL SYSTEM:
Warning System: None
Method of Controlled Releases (mechanisms):
None
DRAINAGE AREA: 104.09 sq. mi.
IDRAINAGE BASIN RUNOFF CHARACTERISTICS:Land Use - Type: Wooded
Terrain - Relief: Varies from flat to steep
Surface - Soil: Well-drained
Runoff Potential (existing or planned extensive alterations to existingsurface or subsurface conditions)
There were no known plans for altering the existing runoff patterns
at the time of inspection.
Potential Sedimentation problem areas (natural or man-made; present or future)
None observed. All slopes well-vegetated.
Potential Backwater problem areas for levels at maximum storage capacityincluding surcharge storage:
None observed at the time of inspection.
jDikes - Floodwalls (overflow & non-overflow) - Low reaches along theReservoir perimeter:
Location: None
Elevation:
Reservoir:
Length @ Maximum Pool 2,500 ft.
Length of Shoreline (@ Spillway Crest) 7,200 ft.
'1
MICHAEL BKRJ.,INC. Subject S.. o
TEBAKER, JR.INEER Sheet No.___ of,~~. ~L~? Drawing No. _____
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APPENDIX D
REFERENCES
REFERENCES
1. University of the State of New York, Geology of New York,Education Leaflet 20, 1966.
2. Broughton, John G. and others, "Geologic Map of New York -Lower Hudson Sheet," New York State Museum and ScienceService, Map and Chart Series No. 15, 1970.
3. Soil Conservation Service, Soil Survey of Ulster County,New York, U.S. Department of Agriculture, June 1979.
4. Bureau of Reclamation, U.S. Dept. of the Interior, Designof Small Dams, A Water Resources Technical Publication,1977.
5. Chow, Ven Te, Handbook of Applied Hydrology, McGraw - Hill
Book Company, New York, 1964.
6. Chow, Ven Te, Open Channel Hydraulics, McGraw - Hill BookCompany, New York, First Edition, 1959.
7. HMR 33, "Seasonal Variations of Probable MaximumPrecipitation, East of the 105th Meridian for Areas 10 to1000 Square Miles and Durations of 6 to 48 Hours," (1956).
8. King, Horace Williams and Brater, Ernest F., Handbook ofHydraulics, Fifth Edition, McGraw - Hill Book Company,New York, 1963.
9. Soil Conservation Service, "National EngineeringHandbook - Section 4, Hydrology," U.S. Department ofAgriculture, 1964.
10. Soil Conservation Service, "National EngineeringHandbook - Section 5, Hydraulics," U.S. Department ofAgriculture.
11. U.S. Army, Hydrological Engineering Center, "FloodHydrograph Package (HEC-I), Dam Safety Investigations,Users Manual," Corps of Engineers, Davis, California,September 1978.
12. U.S. Army, "Inventory of United States Dams," Corps ofEngineers, 9 September 1978.
13. U.S. Army, Office of the Chief of Engineers, "Appendix D,Recommended Guidelines for Safety Inspection of Dams,"National Program of Inspection of Dams, Volume 1, Corps ofEngineers, Washington, D.C., May 1975.
I
4 14. George, Thomas S. and Taylor, Robert S., Hydrologic FloodRouting Model For Lower Hudson River Basin, WaterResources Engineers, Inc., 8001 Forbes Place, Suite 312,Springfield, Virginia, January 1977.
15. U.S. Army, Office of the Chief of Engineers, EngineeringCircular EC-1110-2-163 (Draft Engineering Manual),"Spillway and Freeboard Requirements for Dams,Appendix C, Hydrometeorological Criteria and HyetographEstimates," (August 1975).
16. U.S. Army, Office of the Chief of Engineers, EngineeringCircular EC-1110-2-188, "Engineering and Design,National Program of Inspection of Non-Federal Dams,"Corps of Engineers, Washington, D.C., 30 December 1977.
17. U.S. Army, Office of the Chief of Engineers, EngineerTechnical Letter No. ETL 1110-2-234, "Engineering andDesign, National Program of Inspection of Non-FederalDams, Review of Spillway Adequacy," Corps of Engineers,Washington, D.C., 10 May 1978.
18. Terzaghi, Karl, and Peck, Ralph B., Soil Mechanics inEngineering Practice 2d., ed., John Wiley & Sons, Inc.,New York, 1967.
*1
.1
APPENDIX E
DRAW INGS
CONTENTS
Location Plan
4 Watershep Map
Field Sketch
HONK-N,\K2 -- ?GF-ALLS DAM ~- ' ~~(/~
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2. U.S.G.S. 7.5' ROPNOUT,.Y REEVI,
QUADRANGLE. 1962. U.S.G.S. 7.5' ELLNVILL ESERVHNK FALS DA
QUADRANGLE. 1969
HONK --FALLS AMM1 7 'Z;
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REFERENCES: WATER SHED MAP1. U.S.G.S. 1:250,000 SCRANTON,PA., N.Y., N. J. HONK FALLS DAM
QUADRANGLE. REVISED 1976
I1
t 4 14
APPENDIX F
BACKGROUND DOCUMENTS
! .
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FORM IW3LI. ItI It00 (16M2.PA
(NOTICE: After filling out one of these formns as completely as possible for each dam in your district, return it at once to the
Conservation Commission, Albany.)
STATE OF Nc-w YORK
CONSERVATION COMMISSIONA LBAN
DAM REPORT
CONSERVATION COMMISSION,
DIVISION or INLAND WATERS.
GENTLEMEN:
I have the hionor to make thc following report in relation to the structure known
as the ..... ....................... D am .
This dam is situated upon the ............................(Gis~c name of stream)
in the Town of.' .... ......... ............. ..... County,
abu CK .rmthe ulae or City of .... ................... .........
The distance,.z.v'-x .... ...... streamn from the dam, to the..C6-.- .....(up or down) (C4~,e namn of n-re..t important strczni or of a bridge)
is about.......................... . yd-*5L6 jC(State distancc)
The dam is now owned by. ..... . - .~ .................
and was built in or about the year.Lr .9. ..... scxcnivl repaired or reconstructed-
during-the-ycar-7-7_.
As it now stands, the spillway portion of this damn is built of .- ~ '-47 ... 7....
(lStA %vhs~he of nm,.nry. con~rctc or timbeai
and the other portions are built of .c.± . *........... .. .... .............................. . .tk tte s . t ir via. ' ri C, rvirth ) r tz mle'r with or wi ,.it r',,k trhI)
As nearly as I can learn, thc character of thd fouindation bed tinder the spillway portion
of the damnis, ., .a-2 &i- .....and uinder the remnaining portions such
foundation bed is .........e4 - ........................... ...........
.19AMoll1
4 led.5 ,ta 7
) V
The total length of this dam is-_..... ._ -............. feet. The spillway or waste-
weir portion, is about ......................... /,? .-. .......... .................... feet long, and the crest of the spillway is
about .............................................................. (, ....... feet below the top of the dam .
The number, size and location -of discharge pipes, waste pipes or gates which may be
used for drawing off the water from behind the dam, are as follows: o-... .'
State briefly, in the space below, whether, in your judgment, this dam is in good condition, or bal coaditioa, d.-3cribing particularlyany.leaks or cracks which you may have observed.)
2z_
Reported by .. .... .....(Sgnature)
.. .. ........~ ~~ ~~~ . .. . . .. .. . . ....................................... .
(A, drest-Stret and nuLrer. P. 0. B t or |. P. D. route)
(Namt COA pliace)
(SEE OTHER SIDE)
/I
(In the space below, make one sketch showing the form and dimensions of a cross section through the spflwaj or waste-weir of thisdam, and a second sketch showing the same information for a cross section through the other portion of'the dam. Show par-ticularly the greatest height of the dam above the stream bed, its thickness at the top, and thickness at the bottom, as nearly asyou can learn.)
Id othe cosiuu obet inihe iciity
1
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II
State Conhervation Commission N..Albany N, Yef - TEJ Regarding our Dam at HONK FALLS near NAPANOCH N. Y.
OWNED BY 0. P. DICKINSONBUL 98FITCHBURG MASS,
BUILT 1898
FOR a Hydroclectric plantON rock foundationDAM and SPILLWAY, of concre teLength of Spillway 200 ftTotal length of Dam end Spillway, 275 ftDischarges throu-h two 6ft Steel Penstocks 13 ft below top of Dam.
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SECTION 3 - HYDROLOGY /HYDR AUL ICS L
The design flood used for Merriman Dam and Rondout PRcservoiris the Probable Maximum Flood (PMF), according to the Recomm-endedGuidelines for Safety Inspection of Dams. The PiViJF vias divLd fromthe adjusted 12 hour Probable Maximum Precipitation (PM,/P) and w.asrouted through the reservoir using the U.S. Army Corps of E-igineerscomputer program HEC-1. From this analysis, peak outfiln,,,s andstorages were determined for various percentages of the P,.;17. The
* routing analysis revealed that 23,645 acre-feet of water would bestoredfor the peak PMF outflow of 77,104 cfs. The storage input, 2,-- d~rived onsheet #A-16 in the appendix, shows that this storacje corzx_,spon!1s to areservoir elevation of 851.0, 11.0 feet above spillway crest ra-id 9.0 feetbelow the top of the dam. Therefore, therec is no d-n-cr of ov_-'.or-ringfrom a storm resulting in a flood equal to or less than t~i,- VthabobleMaximum Flood.
Accordincg to "The Delaware Water Supply Nevzc", MI.c . 1940:
"The maximum flood peak of record in t~u caz. zof August, 1928, reaching 26,715 cubic --:Ondwith an indicated occurre-nce of on-e in 55 n;14,"000cubic feet per second and over had becni oz: znoccurthree times in 25 years".
If inflow to the reservoir is assumed as 2 cis pur in*u: mi ofdrainage area, drawdown from spillway crest to elevarin 72 'C A takeplace in approximately 69 days.
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APPENDIX G
STRUCTURAL STABILITY
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