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I AD-AI09 754 D'APPOLONIA CONSULTING' ENGINEERS INC PITTSBURGH PA F/6 13/13NATIONAL DAM SAFETY PROGRAM. NEWTOWN-HOFFMAN WATERSHED PROJECT -- ETC(U)SEP 81 L D ANDERSEN DACW51-Al C-0011
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hase I Inspection Reort . Phase I Inspectioa Reportewton H1offman Creek No. 1Dam National Dam Safety Progr.ahemong River Basin, Chemung Cdunty, NYnventory No. 547 6. PZRPO.rG ORo. z.E~o'r u
-i. AUTHOI4(a) . CO TfA*' OR GRA;T N U-iZPF-R(
LAWRENCE D. ANDERSEN DACW5 I-81-C-0011
9. PER04RMNG ORAIZATICtli NXMEr AND AOO~tSS *.PDOGRA4 ZL.EO.POET TASVLD'Appo.cnia Consulting Engineers,.Unc. - ..10 Duff"RoadPittsburgh, ?A 15235
11. CO0.RO"-INC -
71C4 NAME 4N AODDRS 1Z. REPORT DAT.
Department of the"Army September 14, 1981 126 Federal Plaza New York District, CofE 13
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N.ew York. N'ei York 10257~MONITORI?4G NA:,. CY NAME- a AODAZ33(Ii dlf..I ft tm 2.II3 011C.) 13,, SECu~R1y CL~ASS. (Ws :h)X rlpoDepart=ent o the A"my26 Federal ?laza Nei York District, CoafE UNCLASSIFIEDNew York,.-- 10287 --. OF C.LASSIcA-no.E o.4.a,5c
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Dan Saety Newton Hoffman Creek No. .l Dam
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I ~ Based on the evaluationi of the existing conditions, the condition
of the ::etown-Hoffman •Creeks Watershed Project - Floodwater Retarding
Dam Site I is considered to be good. The examination of documents and *,---
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visual observations did not reveal conditions which constitute a hazardto human life or property.
I.
The spillway capacity was evaluated according to the recoammendedprocedure and was found to pass the required spillway design flood of100 percent of the Probable Maximum Flood (PHI). Therefore, the spill-way capacity is rated as adequate.
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PREFACE
This report is prepared under guidance contained in the RecommendedGuidelines for Safety Inspection of Dams, for Phase I Investigations.Copies of these guidelines may be obtained from the Office of Chief ofEngineers, Washington, D.C. 20314. The purpose of a Phase I Investiga-tion is to identify expeditiously those dams which may pose hazards tohuman life or property. The assessment of the general condition of thedam is based upon available data and visual inspections. Detailedinvestigation and analyses involving topographic mapping, subsurfaceinvestigations, testing, and detailed computational evaluations arebeyond the scope of a Phase I Investigation; however, the investigationis intended to identify any need for such studies.
In reviewing this report, it should be realized that the reportedcondition of the dam is based on observations of field conditions atthe time of inspection along with data available to the inspectionteam. In cases where the reservoir was lowered or drained prior toinspection, such action, while improving the stability and safetyof the dam, removes the normal load on the structure and may obscurecertain 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 onnumerous and constantly changing internal and external conditions, andis evolutionary in nature. It would be incorrect to assume that thepresent condition of the dam will continue to represent the conditionof the dam at some point in the future. only through frequent inspec-tions can unsafe conditions be detected and only through continued careand maintenance can these conditions be prevented or corrected.
Phase I inspections are not intended to provide detailed hydrologicand hydraulic analyses. In accordance with the established Guidelines,the spillway design flood is based on the estimated "Probable MaximumFlood" for the region (greatest reasonably possible storm runoff), orfractions thereof. Because of the magnitude and rarity of such a stormevent, a finding that a spillway will not pass the test flood should notbe interpreted as necessarily posing a highly inadequate condition. The
* test flood provides a measure of relative spillway capacity and servesas an aide in determining the need for more detailed hydrologic andhydraulic studies, considering the size of the dam, its general condi-tion and the downstream damage potential.Aceio r
NTI37 -'.'zDTI' TA
Adwh..
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
NEWTOWN-ROFFMAN CREEKS WATERSHED PROJECT-FLOODWATER RETARDING DAM SITE 1
N.Y. 547DEC I.D. NO. 67A-3974CHEMUNG RIVER BASIN
CHEMUNG COUNTY, NEW YORK
TABLE OF CONTENTS
PAGE NO..
ASSESSMENT iv
OVERVIEW PHOTOGRAPH vi
SECTION 1: PROJECT INFORMATION 1
1.1 GENERAL 1
1.2 DESCRIPTION OF PROJECT 1
*1.3 PERTINENT DATA 2
SECTION 2: ENGINEERING DATA 5
2.1 DATA AVAILABLE 5
*2.2 GEOLOGY 5
2.3 SUBSURFACE INVESTIGATION 5
2.4 EMBANKMENT AND APPURTENANT STRUCTURES 6
2.5 CONSTRUCTION RECORDS 6
2.6 OPERATING RECORDS 6
2.7 EVALUATION OF DATA 6
SECTION 3: VISUAL INSPECTION 7
3.1 FINDINGS 7
3.2 EVALUATION 7
SECTION 4: OPERATION AND MAINTENANCE PROCEDURES 8
4.1 PROCEDURES 8
TABLE OF CONTENTS(Cont inued)
PAGE NO.
4.2 MAINTENANCE OF THE DAM 8
4.3 WARNING SYSTEM IN EFFECT 8
4.4 EVALUATION 8
SECTION 5: HYDRAULIC/HYDROLOGY 9
5.1 DRAINAGE AREA CHARACTERISTICS 9
5.2 ANALYSIS CRITERIA 9
5.3 SPILLWAY CAPACITY 9
5.4 RESERVOIR CAPACITY 9
5.5 FLOODS OF RECORD 9
5.6 OVERTOPPING POTENTIAL 9
5.7 EVALUATION 9
SECTION 6: STRUCTURAL STABILITY 10
6.1 EVALUATION OF STRUCTURAL STABILITY 10
SECTION 7: ASSESSMENT/RECOMMENDATIONS 11
7.1 ASSESSMENT 11
7.2 RECOMMENDATION 11
APPENDIX
A. PHOTOGRAPHS
B. VISUAL INSPECTION CHECKLIST
C. ENGINEERING DATA CHECKLIST
D. HYDROLOGY AND HYDRAULIC ANALYSES
E. PLATES
F. GEOLOGY MAP
ii
-- -r ... .
TABLE OF ONT~ENTS(Continued)
G. STABILITY AN4ALYSES
R.REFERENCES
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
Name of Dam: Newtown-Hoffman Creeks WatershedProject - Floodwater RetardingDam Site 1N.Y. 547
State Located: New York
County Located: Chemung
Stream: Newtown Creek (a tributary of
Chemung River)
Date of Inspection: June 24, 1981 and July 15, 1981
ASSESSMENT
Based on the evaluation of the existing conditions, the conditionof the Newtown-Hoffman Creeks Watershed Project - Floodwater RetardingDam Site I is considered to be good. The examination of documents andvisual observations did not reveal conditions which constitute a hazardto human life or property.
The spillway capacity was evaluated according to the recommendedprocedure and was found to pass the required spillway design flood of100 percent of the Probable Maximum Flood (PMF). Therefore, the spill-way capacity is rated as adequate.
The following recommendation should be implemented within threemonths from notification to the owner:
1.An emergency action plan should be developed, including aformal warning system to alert the downstream residents in theevent of an emergency.
iv
Assessment -Newtown-Hoffmfan Creeks Watershed Project -Floodwater
Retarding Darn Site I
PROFEESS1NL\
Lawrence D. nf
AENGINEER -I
Larec SY Adren, P.E.
Vice President
* D'Appoloflia Consulting Engineers,
Inc.
Pittsburgh, Pennsylvania
Approved by: 4T::; 12
7*1-NewYork District Engneer
14 SEP 1981Date:__ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
v
-wpm............................................................ -..
E-4
L n U %D9 ~ 0 -zt13, e0
PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM
NEWTOWN-HOFFMAN CREEKS WATERSHED PROJECT-FLOODWATER RETARDING DAM SITE I
N.Y. 547DEC I.D. NO. 67A-3974CHEMUNG RIVER BASIN
CHEMUNG COUNTY, NEW YORK
SECTION 1: PROJECT INFORMATION
1.1 GENERAL
a. AuthorityThe Phase I Inspection reported herein was authorized by theDepartment of the Army, New York District, Corps of Engineers,to fulfill the requirements of the National Dam Inspection Act,Public Law 92-367.
b. Purpose of InspectionThe inspection was to evaluate the existing conditions of thesubject damn to identify deficiencies and hazardous conditions,determine if they constitute hazards to life and property, andrecommend remedial measures where necessary.
1.2 DESCRIPTION OF PROJECT
a. Dam and AppurtenancesNewtown-Hoffman Creeks Watershed Project - Floodwater Retarding DamSite 1 consists of an earth embankment approximately 800 feet longwith a maximum height of about 46 feet from the downstream toe.The embankment has a design crest width of 16 feet. The upstreamslope of the top 10 feet is 3 horizontal to 1 vertical and is3.5 horizontal to 1 vertical for the remaining height. A 10-foot-wide berm is located at normal pool elevation. The downstreamslope is 2.5 horizontal to 1 vertical with a 20-foot-wide berm30 feet below the dam crest.
The spillway facilities for the dam consist of a vegetated earthemergency channel located at the left abutment and a riser-typeprimary spillway located near the left abutment (looking downstream).The emergency spillway is a trapezoidal channel with a base width of224 feet. The side slopes of the channel are 3 horizontal to1 vertical. The control section of the emergency spillway islocated in line with the axis of the dam, approximately nine feetbelow the dam crest level.
The primary spillway structures are comprised of a reinforced
concrete intake riser which discharges into a 30-inch-diameter
I7.
reinforced concrete pipe, terminating at a plunge pooi at thedownstream toe. The discharge pipe is equipped with reinforcedconcrete antiseep collars.
The reservoir drain facilities consist of an 18-inch-diameterreinforced concrete pipe extending from the upstream toe to theprimary spillway riser. Flow through the pipe is controlled by amanually operated sluice gate at the primary spillway riser.
b. LocationThe dam is located on an unnamed tributary of Newtown Creek, whichis a tributary of the Chemung River, approximately three-quarters ofa mile south of Erin, in Erin Township, Chemung County, New York.Plate 1 illustrates the location of the dam.
c. Size ClassificationThe dam is classified to be of intermediate size based on its46-foot height and maximum storage capacity of approximately910 acre-feet.
d. Hazard ClassificationThe dam is classified to be in the high hazard category. About onemile downstream, Newtown Creek flows through a rural residentialarea which is considered to be within the potential floodplain of
k Newtown Creek.
It is estimated that failure of the dam under maximum pool levelwould cause loss of more than a few lives and significant propertydamage in this area.
e. OwnershipThe dam is owned and operated by Chemung County: Mr. StanleyBenjamin, County Executive, J. H. Hazlett Building, 205 LakeStreet, Elmira, New York 14901, (607) 739-3009.
f. Purpose of DamThe dam is a floodwater retarding structure.
g. Design and Construction HistoryThe dam was designed by the U.S. Department of Agriculture, SoilConservation Service (SCS) in 1970. Construction of the dam wascompleted in January 1976.
h. Normal Operating ProcedureThe reservoir is normally maintained at the crest level of theprimary spillway riser at Elevation 1300.7. The emergency spillwaycrest is at Elevation 1321.2.
1.3 PERTINENT DATA
Elevations referred to in this section and subsequent sections of
the report were obtained from design and as-built drawings.
2
a. Drainage Area (sq. mi.) 3.5
b. Discharge at Damn (cfs)Principal spillway at top of dam 145Auxiliary spillway at top of damn 20400Reservoir drain at top of darn 4Q1Total spillway capacity at top of dam 20545
c. Elevation (USGS Datum) (feet)Top of dam 1330.5Auxiliary spillway crest 1321.2Principal spillway crest 1300.7Reservoir drain, invert 1289.0
d. Reservoir (acres)Surface area at top of dam 56.0Surface area at crest of auxiliary spillway 38.0Surface area at crest of principal spillway 6.5
e. Storage Capacity (acre-feet)Top of dam 910Auxiliary spillway crest 610Principal spillway crest 103
f. DamnType Earth embankmentLength 800 feetHeight 46 feetTop width 16 feetSide slopes Downstream: 2.5ff:lV
Upstream: 311:lV and3.5H:IV
Zoning NoImpervious core NoCutoff YesGrout curtain No
g._ Primary SpillwayType Drop InletLength 15 feet (weir length)Crest elevation 1300.7
h. Emergency SpillwayType Trapezoidal earth
channelLength 224 feetCrest elevation 1321.2
3
i. Regulating OutletType 18-inch reinforced
concrete pipeLength 40 feetAccess Accessible through
riserRegulating facilities Sluice gate
4
SECTION 2: ENGINEERING DATA
2.1 DATA AVAILABLE
Available information was obtained from New York State Departmentof Environmental Conservation, Dam Safety Division files, and fromthe files of the SCS in Syracuse, New York. Available informationincludes design, as-built drawings, and engineering reports.
2.2 GEOLOGY
The Newtown-Hoffman Creeks Watershed Project - Floodwater RetardingDam Site 1 is located in the glaciated Allegheny Plateau section ofthe Appalachian Plateau Province. This section is characterized asa maturely dissected plateau with the features modified by continen-tal glaciation. The modification consists of rounding off of highareas and deposition of glacial till in the valleys.
The dam site is near the axis of a northeast trending syncline(trending approximately north 70 degrees east). The folding isgentle with the maximum dip of the limbs one to two degrees. Thedip of the strata are affected locally by the folding; however,regionally, the rock strata dip south to southwest at approximately50 to 100 feet per mile. The most prominent fracture orientationsin the region have a strike of north 30 degrees west with a verticaldip. A secondary fracture trace strikes north 80 degrees east.
The rock strata in the area consist of unconsolidated Pleistoceneglacial till (Wisconsin Drift) underlain by strata of the Lower West
* Falls Group (Upper Devonian Age). The glacial till consists of amixture of clay and silt with varying quantities of gravel. Theglacial till is relatively thin on hilltops and slopes and thickerin the valleys, greater than 45 feet thick. The bedrock consists ofa thick sequence of interbedded dark gray to black shale and silt-stone which may be up to 2,000 feet thick.
The abutment slopes are relatively gentle and not susceptible tolandslide slope movement, except near the base of the slope where
* minor sloughing of the glacial till may occur.
2.3 SUBSURFACE INVESTIGATION
A subsurface investigation was conducted by the SCS ita 1970. Thisprogram consisted of 12 borings and 25 test pits. Boring and testpit logs are available in SCS files.
The subsurface conditions were described as a thick (36-foot to45-foot) silty gravel till, overlain by lacustrine silt on the leftabutment and floodplain. A thin deposit of alluvial gravel wasabove the silt and gravel till. Bedrock was not encountered duringthe investigation.
5
2.4 EMBANKMENT AND APPURTENANT STRUCTURES
Plates 2 and 3 show the plan and the typical cross section of thedam. As shown in Plate 3, the damn consists of a homogeneous embank-ment incorporating a centrally located cutoff trench and an internaldrainage system consisting of a trench drain beneath the downstreamslope. Plate 4 shows the layout and the details of the trenchdrain. Most of the embankment is reported to consist of siltygravelly glacial till. A portion of the upstream slope and asection near the downstream toe of the slope consist of oversizerock fill.
Plate 5 shows the plan and the typical cross section of the primaryspillway and reservoir drain facilities. Plates 6, 7, and 8 includeselected subsurface investigation boring logs.
The spillway facilities were designed based on hydrologic andhydraulic analyses conducted by the SCS. The design calculationsare available in SCS files.
2.5 CONSTRUCTION RECORDS
The dam was constructed under the supervision of the SCS. Completeconstruction records are available in SCS files. No major post-construction changes were instituted.
2.6 OPERATING RECORDS
Because the dam is an ungaged flood-retarding structure, no oper-ating records are maintained for the dam. During severe weatherconditions, the dam is monitored by the SCS and Chemung Countypersonnel.
2.7 EVALUATION OF DATA
The information obtained from the state and SCS files is considered
to be adequate for Phase I inspectiton purposes.
6
--4- - - - - -- -
SECTION 3: VISUAL INSPECTION
3.1 FINDINGS
a. GeneralVisual inspections of the dam were conducted on June 24 and July 15,1981. On both dates, the pool level was approximately at the primaryspillway riser crest.
b. EmbankmentNo signs of distress, seepage, or misalignment were observed. Whilethe crest of the dam is covered with grass, the upstream and down-stream faces are covered with crown-vetch. There are two internaldrainage pipes, both of which were dry. The top of the dam wassurveyed relative to the emergency spillway crest elevation and wasfound to be in conformance with as-built elevations.
c. Primary SpillwayThe primary spillway facilities consist of a concrete drop inletstructure discharging into a 30-inch reinforced concrete pipeterminating at a plunge pool at the downstream toe. Components ofthe primary spillway were in satisfactory condition.
d. Emergency SpillwayThe emergency spillway is a trapezoidal vegetated earth channellocated on the left abutment. The channel is in good condition.The grass cover is well established and adequately maintained. Theapproach and discharge channel were free of brush and trees ordebris which could pose a potential for blockage of the spillway.
e. Reservoir DrainThe reservoir drain facilities consist of an 18-inch-diameterreinforced concrete pipe, extending from the upstream toe to theprimary spillway riser. Flow through the pipe is controlled by amanually operated sluice gate. The gate system is reported to beoperational, although operation was not observed.
f. Downstream ChannelThe downstream channel below the primary spillway plunge pool is thenatural stream bed. The channel appears to be stable in the nearvicinity of the dam.
g. ReservoirThere are no visible signs of instability or sedimentation problemswithin the reservoir area.
3.2 EVALUATION
The dam was found to be in good condition. At this time, no condi-
tions were observed that would require remedial action.
7
SECTION 4: OPERATION AND MAINTENANCE PROCEDURES
4.1 PROCEDURES
The reservoir is normally maintained at the crest level of the
primary spillway. The damn is a flood-retarding structure and
has no formal operating procedure.
4.2 MAINTENANCE OF THE DAM
The dam is maintained by Chemung County Soil and Water Conservation
District and the mlaintenance condition of the dam is considered to
be satisfactory.
4.3 WARNING SYSTEM IN EFFECT
No formal warning system exists for the dam.
4.4 EVALUATION
The maintenance condition of the dam is considered to be good.
Development of an emergency action plan is considered to be advisable.
It is reported by the SCS, Broome County office, that such a plan is
currently being prepared.
8
SECTION 5: HYDRAULIC/HYDROLOGY
5.1 DRAINAGE AREA CHARACTERISTICS
Newtown-Hoffman Creeks Watershed Project - Floodwater Retarding DamSite I has a drainage area of 3.5 square miles. The watershed iscomprised of woodlands and farmlands. Relief ranges from moderateto steep.
5.2 ANALYSIS CRITERIA
The PMF inflow hydrograph for the reservoir was determined usingthe Dam Safety Version of the HEC-l computer program developedby the Hydrologic Engineering Center of the U.S. Army Corps ofEngineers. The data used for the computer input are presentedin Appendix D.
5.3 SPILLWAY CAPACITY
The spillway facilities for the dam consist of a primary andemergency spillway. The emergency spillway is a trapezoidal earthchannel located on the left abutment. The base width of the channelis 224 feet. Based on the available head relative to the dam crest,the combined capacity of the primary and emergency spillways iscalculated to be 20,545 cfs.
5.4 RESERVOIR CAPACITY
The dam impounds a reservoir with a storage capacity of 103 acre-feetat the primary spillway crest level (Elevation 1300.7), 468 acre-feetat the emergency spillway crest level (Elevation 1321.2), and 610 acre-feet at the top of the dam (Elevation 1330.5).
5.5 FLOODS OF RECORD
No data available.
5.6 OVERTOPPING POTENTIAL
The PMF inflow hydrograph was determined according to the recommendedcriterion and was found to have a peak flow of 8960 cfs. Thehydrograph was routed through the dam using the capacity ratingdata included in the design files and the dam was found to passfull PMF with the reservoir at Elevation 1327.0, leaving 3.5 feetof freeboard to the design dam crest level.
5.7 EVALUATION
The spillway can pass the recommended spillway design flood of fullPMF without overtopping the embankment; therefore, the spillwaycapacity is classified to be adequate according to the recommendedcriteria.
9
SECTION 6: STRUCTURAL STABILITY
6.1 EVALUATION OF STRUCTURAL STABILITY
a. Visual ObservationsAs discussed in Section 3, the field observations did not revealany signs of distress that would significantly affect the stabilityof the dam at this time. However, it should be understood thatbecause the dam is a flood control facility and was at normal lowpool level at the time of inspection, it was not under maximumloading conditions which would occur only during the passage ofmajor floods.
b. Design and Construction DataThe dam was designed based on geological and geotechnical studies,which included subsurface investigations, laboratory materialstesting and engineering analyses. A SCS memorandum, datedFebruary 4, 1971 and included in Appendix G, summarized the findingsand results of the design investigation.
The stability analyses were performed using the Swedish Circleand sliding block methods. The total stress strength parametersused were: internal friction angle, 15 degrees; cohesion,425 pounds per square foot; saturated and submerged unit weights,
137.5 and 75.0 pounds per cubic foot, respectively.
Factors of safety were reported to be 1.39 for the upstream slopeunder rapid drawdown conditions, and 1.52 for the downstream slope,under steady state seepage. Available information was reviewed andfound to be adequate.
The calculated factors of safety for this dam are in excess of theminimum factors of safety recommended by the Corps of Engineers. Thedam is, therefore, considered to have an adequate safety factor forstability.
c. Postconstruction Changes.None reported.
d. Seismic StabilityThe dam is located in Seismic Zone 1. Based on the recommendedcriteria for evaluation of seismic stability of dams, the structureis presumed to present no hazard from earthquakes.
10
SECTION 7: ASSESSMENT/RECOMMENDATIONS
7.1 ASSESSMENT
a. SafetyVisual observations indicate that Newtown-Hoffman Creeks WatershedProject - Floodwater Retarding Dam Site 1 is in good condition. Noconditions were observed that would significantly affect the overallperformance of the structure at this time. However, as previouslynoted, the dam was not inspected under its maximum loading conditionwhich would occur when the reservoir is filled during major storms.
The spillway capacity was evaluated according to the recommendedprocedure and was found to pass the required spillway design floodof full PMF without overflowing the embankment; therefore, thespillway capacity is classified to be adequate.
b. Ade uacy ;6;f InformationAvailabe~ information, in conjunction with visual observations, isconsidered to be sufficient to make a Phase I evaluation.
c. ii.d for Additional InvestigationsNo ad(' ;nal investigation is considered to be required at thist me.
The etion recommended below should be implemented within three
months from notification to the owner.
7.2 RECOMMENDATION
1. An emergency action plan should be developed, including a formalwarning system to alert the downstream residents in the event ofan emergency.
11
."
. . . . . . . .. . . . . . . . , -.
APPENDIX A
PHOTOGRAPHS
PHOTOGRAPH NO. 1Downstream Slope (looking west)
PHOTOGRAPH NO. 2Dam Crest (background)
Emergency Spillway (foreground)(looking east)
PHOTOGRAPH NO. 3( Primary Spillway Riser
PHOTOGRAPH NO. 4Primary Spillway Discharge Pipe
PHOTOGRAPH NO. 5Rural Residential Area(0.6 mile downstream)
PHOTOGRAPH NO. 6Rural Residential Area(1.0 mile downstream)
APPENDIX B
VISUAL INSPECTION CHECKLIST
* --- ..- -- dim
APPENDIX BVISUAL INSPECTION CHECKLIST
1) Basic Data
a. General
Newtown-Hoffman Creeks Watershed Project -
Name of Dam Floodwater Retarding Dam Site 1
Fed. I.D. # N.Y. 547 DEC Dam No. 67A-3974
River Basin Chemung River Basin
Location: Three-quarter mile south of Erin, Chemung County
Stream Name Tributary of Newtown Creek
Tributary of Chemung River
Latitude (N) 420 10.4' Longitude (W) 760 40.0'
Type of Dam Earth
Hazard Category High
Date(s) of Inspection June 24, 1981 and July 15, 1981
Weather Conditions Sunny, Temp. 60 degrees
Reservoir Level at Time of Inspection El. 1301.0
b. Inspection Personnel Lawrence Andersen, P.E.; James Poellot,
P.E.; Bilgin Erel, P.E.; and Michael Bort
c. Persons Contacted (Including Address & Phone No.)
Mr. Stanley Benjamin, Chemung County Executive, J. H. Hazlett
Building, 205 Lake Street, Elmira, New York 14901,
(607) 739-3009
PAGE BI OF 9
d. History:
Date Constructed Jan. 1976 Date(s) Reconstructed N/A
Designer USDA Soil Conservation Service
Constructed by Carl Simone, Inc.
Owner Chemung County, New York
2) Embankment
a. Characteristics
(1) Embankment Material Earth
(2) Cutoff Type Trapezoidal cutoff trench, bottom width varies
from 12 feet to 20 feet, to varied depths.
(3) Impervious Core None
(4) Internal Drainage System Trench drain equipped with two
8-inch-diameter perforated drainage pipes.
(5) Miscellaneous --
b. Crest
(1) Verti'al Alignment Good (0.1 to 0.7 foot above design
elevation)
(2) Horizontal Alignment Good
(3) Surface Cracks None
(4) Miscellaneous --
c. Upstream Slope
Top of dam to El. 1321.2, 3H:lV;(1) Slope (Estimate) El. 1321.2 to toe, 3.5H:IV (as designed)
(2) Undesirable Growth or Debris, Animal Burrows None
(3) Sloughing, Subsidence or Depressions None
PAGE B2 OF 9
(4) Slope Protection Vegetated Slope to normal pool, riprap
(oversized rock) to toe of dam.
(5) Surface Cracks or Movement at Toe None
d. Downstream Slope
(1) Slope (Estimate) 2.5H:IV (as designed and measured)
(2) Undesirable Growth or Debris, Animal Burrows None
(3) Sloughing, Subsidence or Depressions None
(4) Surface Cracks or Movement at Toe None
(5) Seepage None
(6) External Drainage System (Ditches, Trenches, Blanket)
None
(7) Condition Around Outlet Structure Good
(8) Seepage Beyond Toe None
e. Abutments - Embankment Contact
No problems observed.
PAGE B3 OF 9
(I) Erosion at Contact None
(2) Seepage Along Contact None
3) Drainage System
a. Description of System A trench drain under the downstream
toe of the dam equipped with two 8-inch-diameter perforated
pipes, one for each side of the dam.
b. Condition of System Only the downstream end of the pipes
were visible.
c. Discharge from Drainage System None
4) Instrumentation (Monumentation/Surveys, Observation Wells, Weirs,Piezometprs, etc.)
None
PAGE B4 OF 9
5) Reservoir
a. Slopes Moderate slopes, no problems observed.
b. Sedimentation No problems observed.
c. Unusual Conditions Which Affect Dam None observed.
6) Area Downstream of Dam
a. Downstream Hazard (No. of Homes, Highways, etc.) Rural
residential area (10-15 homes) approximately one mile
downstream of the dam.
b. Seepage, Unusual Growth None
c. Evidence of Movement Beyond Toe of Dam None
d. Condition of Downstream Channel Good
7) Spillway(s) (Including Discharge Conveyance Channel)
a. General Service Spillway: Concrete riser discharging into
a 30-inch-diameter reinforced concrete pipe.
Auxiliary Spillways: 224-foot-wide trapezoidal
vegetated earth channel on left abutment.
b. Condition of Service Spillway Good
PAGE B5 OF 9
c. Condition of Auxiliary Spillway Good
d. Condition of Discharge Conveyance Channel Good
8) Reservoir Drain/Outlet
Type: Pipe X Conduit ______Other _____
Material: Concrete X Metal _____Other______
Size: 18-inch-diameter Length 40 feet
Invert Elevations: Entrance 1289.0 Exit 1288.8
Physical Condition (Describe): Not observable.
Material: -
Joints: -- Alignment -
Structural Integrity: -
Hydraulic Capability: -
Means of Control: Gate X Valve ____Uncontrolled ___
Operation: operable -X Inoperable Other______
Present Condition (Describe): The reservoir drain system
is reported operable.
PAGE B6 OF 9
9) Structural
a. Concrete Surfaces The concrete riser appears to be in
good condition.
b. Structural Cracking None observed.
c. Movement - Horizontal & Vertical Alignment (Settlement)
None observed.
d. Junctions with Abutments or Embankments ___________
Not visible.
e. Drains - Foundation, Joint, Face _____________
1 No problems observed.
f. Water Passages, Conduits, Sluices______________
N/A
g. Seepage or Leakage None observed.
PAGE B7 OF 9
h. Joints - Construction, etc. No problems observed.
i. Foundation Not visible.
j. Abutments N/A
k. Control Gates Reported operable.
1. Approach & Outlet Channels Good
m. Energy Dissipators (Plunge Pool, etc.) Plunge pool in
satisfactory condition.
n. Intake Structures Good
o. Stability N/A
p. Miscellaneous ---
PAGE B8 OF 9
Ai.
10) Appurtenant Structures (Power House, Lock, Gatehouse, Other)
a. Description and Condition None
PAGE B9 OF 9
APPENDIX C
ENGINEERING DATA CHECKLIST
L SC
APPENDIX CENGINEERING DATA CHECKLIST
NAME OF DAM: NEWTOWN-HOFFMAN CREEKS WATERSHEDPROJECT -FLOODWATER RETARDING DAM SITE 1
AREA-CAPACITY DATA:
Elevation Surface Area Strg Cpct(feet) ace ac re-feet)
1) Top of Dam 1330.5 56.0 910
2) Design High Water
(Max. Design Pool) 1327.0 49.5 610
3) Auxiliary Spillway
Crest 1321.2 38.0 468
4) Service Spillway
Crest 1300.7 6.5 103
DISCHARGES
1) Average Daily6
2) Auxiliary Spillway at Maximum High Water 20400(Top of Dam)
3) Auxiliary Spillway at Design High Water (El. 1327.0) 8860
4) Principal Spillway at Auxiliary Spillway Crest 140Elevation 1321.2
5) Low Level Outlet 40.~
6) Total of All Facilities at Maximum High Water 20545
7) Maximum Known Flood Unknown
8) At Time of Inspection 15.
PAGE Cl OF 4
DAM: Newtown-Hoffman Creeks Watershed Project - Floodwater
Retarding Dam Site 1
CREST ELEVATION: 1330.5
Type: Earth
Width: 16 feet Length: 800 feet
Spillover: Concrete riser and vegetated earth channel.
Location: Concrete riser near the left abutment, earth channel
on left abutment.
SPILLWAY:
SERVICE AUXILIARY
1300.7 Elevation 1321.2
Concrete drop inlet Type 3H:lV trapezoidal earth channel
k15-foot weir Width 224 feet
Type of Control
Uncontrolled Uncontrolled Uncontrolled
Control led
N/A Type N/A(Flashboards; Gate)
N/A Number N/A
N/A Size/Length 400.,1 feet
Invert Material N/A
Anticipated Length
of Operating Service Unknown
2731 feet Chute Length N/A
131 feet Height Between Spillway Crest 7Z. feetand Approach Channel Invert
(Weir Flow)
PAGE C2 OF 4
Hydrometerological Gages:
Type: None
Location: N/A
Records:
Date - N/A
Max. Reading - N/A
FLOODWATER CONTROL SYSTEM:
Warning System: None
Method of Controlled Releases (Mechanisms):
None
PAGE C3 OF 4
. "9' " . . . . - - - . .. . . . ,i . . . . . . . . . .. . . . ... = . . . ... , - ; • ' '
DRAINAGE AREA: 3.5 square miles
DRAINAGE BASIN RUNOFF CHARACTERISTICS:
Land Use -Type: Forest and farmland
Terrain -Relief: Moderate to steep slopes
Surface -Soil: Low permeability
Runoff Potential (existing or planned extensive alterations toexisting surface or subsurface conditions)
-Moderate to high runoff potential (SCS Hydrological
Curve Number (CN) 75 was used in the original design
-calculations).
Potential Sedimentation Problem Areas (natural or man-made;
present or future)
None observed.
Potential Backwater Problem Areas for Levels at Maximum StorageCapacity Including Surcharge Storage:
None observed.
Dikes - Floodwalls (overflow and nonoverf low) - Low Reaches Alongthe Reservoir Perimeter:
Location: -None
Elevation: __________________________
Reservoir;
Length at Maximum Pool: 2,6501. feet; at normal pool,
9501 feet
Length of Shoreline at Normal Pool: 2,4001~ feet
PAGE C4 OF 4
-r -X
APPENDIX D
k HYDROLOGY AND HYDRAULIC ANALYSES
9
DILOGfY AN DWUILIC ANALYSISDATA BASE
NAM OF DAN: t- Creks r.7*crshd Project-
Floodwater Rearding Dam Site I (NIY DEC 67A-3984)
PROSALE MtAXIMUM PUCIPITATION (PIV) - 2. IucuYS/24 ROU(1)
STATION 1 2 3 4
Station Description Sie I Site IDrainage Area Dan
Drainage Area (square silse) 3.5
Cumulacive Drainage Area 3.5 3M5(square miles)
Adjuatment of 1 for
Drainagse Are& (2)
6 (ours 111
12 Hours 123
14 H ours 132
44 Hours 142
72 Hours -
Snyder Hydrograph Parmetera
CpJCc(Z) 0.72/1.7L (mites)(3) 1.99
Lca (miles) (3 ) 0.85
*p C,(L'La)0.3
(hours) 2.0
Spillway Data
Crest Lentch (ft) - See spillvay
Freeboard (ft) - capacityrating
Discharge Coefficient - calculations
Exponent
(l)Hydromscoroloicai .Wort 33 (Figure 1), U-.S, AM , Corps of Engineers, 1956.(2)Saydears Coefficients (see attached calculations).
(]) L a Length of longest vataT course from outlet to basin divide.,ca % Length of water course from outlet to point opposite the centroid of drainage area.
PACE Dl OF 8
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By Date .. LL Subject AI(dtJTQhWA1 1kli"MAA) IT Jz Sheet No- t.of
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CONSULTING ENGINEERS, INC. 0Ely -LITC Datel~ll7/8I Subject OVEhAJJ WW.~ CRW S 'rr I. Sheet No.i... of..4.,Chkd. BySRP Date 6 A$1gl/ =Dp W~ I," Proj. No. C:
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PRIMA4PY spIU4AAT CAp4fJ7nJJPAGE D8 OF 8
APPENDIX E
PLATES
OD N
VERMONT
'1"--R ROC ESTER SYRACUSE ,,
.. N E W y 0 R K N' ( - [ I,, -
le Chemung County ALBANY MASS
-K~ / R-IA L RE N N S Y CONN
NewtowrnHoffmGr d'ter ned Fr; -- 1Floodwater Retarding Dam-S1 -
, I ' f/'NEW YORK// / ;. ... . . . . . . "/ -'I
)I '
KEY PLAN.1 ... _ ..-.
10
':" " ,". .. . ... - . , ..4 /" .-" m ile 2'". Xmile. . .. e2
~*.. -, - - ,," \ -le 3o . '-;.-
' __ -. -
/ "\ .. -SzV
t#
Ir
REFERENCES "
I. U.S.G.S 7.5 MIN. VAN ETTEN, N.Y. QUADRANGLEDATED : 1969 , SCALE I: 24000
2. U.S.G.S. 7.5 MIN ERI N, NY. QUADRANGLEDATED; 1969, SCALE 1 24000 ., " .
'9 12133 1ERfCULtRIr A116 9MITH Co P)4 . PA L"131.1011
S----
/
N,I
RURAL RESIDENTAL AREA
" -- / 1 " NEWTOWN-HOFFMAN WATERSHED PROJECT
FLOOD,WATER RETARDING DAM- SITE I
APPROXIMATE
:WATERSHED AREA
t:N~ A.,\. I ..
PLATE I
NEWTOWN-HOFFMAN WATERSHED PROJECTFLOODWATER RETARDING DAM-SITE IVICINITY, FLOOD PLAIN 8k WATERSHED MAP
SCALE
6 200 0 4000- 6600 8000 FEET I~N~J)L
P- round Lissi
Icps
SECTION OPFISSO en oeeO
11 . section at top of emrgencyl spillway ..
~2. Sop s:'a ' tP ~iI+02 3. Final Iocation tob ,fbls in
tS. field .1 I'll ucin of It time of 0construction.0
OPO
>- J
> 'A %OA ex 0 ~\et% A"-,
\ \x~ ~ Z01
8aa
1 113 HtRCULcIENI. ASS SMITH CO,. POW4. PA 17530.1079
- -Design Itifb later--------- - Sedient Foo
. _- Fonto Uls ~iti g)
i Bll 6 Nell in SCS Disc anr Power -so,______IIIPoll eNs 1t,111111 tiov10.1its 4t:
411~ %41Est Mtonument -Stsi uni-4 tttfV42.i6(!eerero' it Cop set to concrete NoasS r:~~ros.L _0 15 s , trrecerr Power tin.o o M so Is On f Grenkust Ad Stome
tIf "I'll 6 R, I".of.....bus-Centaurr Line-lest Pit (Logged I Sonats)
0 -lost Pit (Logged Drily)-.---o-------- -iversion
-N-5- mAPtiL
E11 c A~
WEST MONUMENT TVS
13 EA.ST MONUM NT TiES'
SCIS DETinLs
S ttir s~ X 21 and 7; tor nscit onslicers 3L 5. 6. 1. S. arid Id,
A S BLT
2' CONTOUR IsiILAVAL0 50 tOO POO
SCAL II rtE7__
NEWTOWN- HOFFMAN CREEKSWATERSHED PROJECT
FLOODWATER RETARINIG DAM SITECHEMUNG COUNTY, NEW YfORK~
PLAN OF STRUCTURAL WORKSU S. DEPARTMENT OF AGRICUJLTURE
-SOIL CONSERVATION. SERVICEq,* .. w A RIEGEL t/?
'S Y-2284-P
PLATE 2
co TOP~ D LC .
ILL DETRI- Wo. 7:, or 51E-' fl,
oz
1j
3.5RO AIORO1 (. 0
z5--
SECTION.Q~
0wM~ l!LAViCVh~A E ~cPlIAS~LU
I x 2&O t I~ra~*~frsr-- > jypu-y, .~ uoI..s4. w ~ SL
UTF C
B~lcU~E~v4V 'llc' c*
41 co11ht, l
Im L"dwjfxo la - ~ ,RSR tf RI j 0.4 44 1Rwl
IS,3 RS) ICC 4 LS W.~T CO . . .PADAM).1 7
1:1CA Il v1 853'l3 Jslit .j 1ll~w1031 CONIOW' !J CLASS 01F.iil
6'-cw ANC t-10. &LA:t01 litt
IF 704 1:1 1 01 4OFousA4 O F -Ille IN T IVi IG AST II0 10 Id 3
.0 "aTh Alinn to l f wiCit elinateu Use of wateiJl$
.. ... tio lc,, $1 in baC tv.1i Coilpacco by means ofi manln ly 4irecttd Polai loops($lai, lS o itoo 311 t 3'
li 11.Ibl O W O Its.IZE ROCiK stEC'lS us $0. I 0 : t e 111 " n I IhepgO.onOlJ Motion lift thiickness O lt to to. A, I.etl. Trig alimoti lift TtlIckltO$ of theO "Ug Ol l ack section0gS,! I t i"1 gill ilS I io oC:flt~at.i C.ontI t a
t Oll, 0a) For .1 typical COIpIOII Vi a115 Ae A oe L..
ISO b) Use CLASS C roiplp o n inn vits81 of Ith SO m 1W ltih .ll~ ' oltLIASS C coontsiis31 011tt A] ini-%- I til.. 004 96eeplr1lit at toil by3S~~3 il
coeiilag llol n alktalt :teot 1 :410 PS. or equl nt &$ Addicted bll the enog I . 131,1
COSJSIOUCTION DETAILS/ ~I OVERSIZE R0CA SECIIIN Snli$ a apdio-tit. £djoulilterls Tjl atae o r the *11sines1 to
20~~~~~~~ 30011 1 e0ii t'oVERSI?[ R~I OCK II $0111~v shall 10 o si t a11~O 381*1 rated from the eartelill.1.0 ' ei~lO $11 10$fh~I 5 ii 1 Ol~$ 15 150 Is 0100511E 60OC SIEC~tIOI all
E LtV101 30 0E0 0, 2tO~t 99. 0$ tf 0. etlOi 81 111 hel 1 a15 -A a0 t A de eiil-od by1110 en&,r "
3 topsoil that1 is sutl te oh i si an nnil used a00lin OtseCflid a1005 of the effntighflty SpilI*3p s0all
be ncc,iofaec go1111 lile $0 of Ic the 1 ea t ,il 00 lt, 1 by tile enlgineeri STe sourcei o1 lt toptoil shall be311111$ the lelqoliell tirootons
SDRA1IN I
I.
14.40
- - - ~ullOfl~l CAV4t-ON LINE-. . . . . .
-Z IIL2 I1011'. 01 6 ~lililtj.1 O~o tO1 4 1 il:s l CQoIPICTEU F)L
__tPp~ q(P I -liL .ttLLiA ATe ION
I.I
; 1" I i 1 t -1 P1TS I V fmGaln -It*. A:tS7S I 0 i. b to So t g l. s t bi .- 0 o
o7 ~ iss.o; Il rqtI...... ...... f ~ tq~ttl7- 11 J 22Jr~T ~ ~ i ~ ~ ~ o
4 J j4
1NWCA AOFA CREEKS.. ..____ ___ PRJM~IS V ~ l~1 if. 11ij _____________4,
~j 2 ~ sir~ fl- v1 7 I U. S. NEA T E TO G I U T-lOl~SAAI~~ VUd~i*~ 441 - OL OSRVTO SR7
014!f -i. A Tia
T IT IA NJ
00 - - -
CD
00
oz
O 50 '0 O
TPT
z 1 0PLJLLPP w-IE
-f iit IP
uj cc
OR0C FOUDAIO
- -1 -. - -- - - -. . .
1--O
ILME TA Ei V CAP1 . .i ..4..
?_r_ i i -'-1 -__F~f
t*~~~~~~~~~~~ ta1HRUKS A MT O O ALIS 7
STRIPPED GROLIND AIU51
O0 1O.ATO AMKST05 CEMENT DRAIN PIPE SMIALL CONFORIM 10 5PICITICA ISF- ~ ~ ~ I V.~L BAj WEa~io 545 AD SMALL BE W IA PRE jURE PIPE CLA55 0Q.. . . . . tK PROFILES AT TilE SCUOM Or ALL EXCAVAIONS AS SHIOWN AM
ONLY APPROXIMATE THlE REQUIRED FINISHIED GRADES WILL BE____ESTABLISHELD INI Tilt FIELD ST lIMF EIN551REER AT TIM Of CORS,711ACTI.
FU~l.DRAIM FILI
(Fm)SDA FL (IE
/ )RAIN SI DSRAN FLL DRAIN FILLJ.2.LI.LL ~ ~ ~~ 3 / RI LaIK fIN SAGHET SECGTION Of T
p TQP OF DRAINT~lL CiA-AT ER EAEDA0ES I CDDMTIN T PERETG
[lET 1100 jGRATEI SIE DESRAIPTFLI FINR TAIN AFI0 LL P
SHALL NET BE MORE THAN (3) PERCENT
R DRAI Fill fl COARSE SHALL MEET THE GRADATION OF SIZEBE iGNATION I AS SHOIRN IN TABLE 703-4 OF THY JANUARY 2.
i014 PIPE -... 73T STAN3ARD SPECIFICATIONS Of THE REI YORKE STATEDEPARTMENT OF TRANSPORTATION IN ADDITION TilEDRA.IN rILLI PERCENTAGE OF MATERIAL IN DRAIN FILL fl FINER THAN A
LrtNE) '200 SIEVE SMALL NOT RE MORE THAN THREE (3) PERCENT.
DRAI
',TIFPED GRHOUFND OREOR FOUTDISAIONEXCAVATIlON LINIE
E IE
'L VIP - 3-0.6
OUTLET PIPE .. . .V . . .
lor
-F % IOP OfDRAt F~IL 4 4
CA METAL ED I1
I,- IL 4_____T C!LE INFEET
1 i : ~iNEWTOWN HOFFMAN CREEKSI). b4I 8b WATERSHED PROJECT
1 ~ j ' 1 H ~~ liEI I IFOODWATER RETARDNG DAM SITE I
CHEMUNG COUNTY NE~W YORK
I"L 'LN =Sg.1 4 L DRAINAGE SYSTEM
4 T U S. EPARTMENT OF AGRICULTURE
ME CRJCN77.............. ....
0 .. ~Ew~i 2/72a J NY-2284-P
PLATE 4
1)!VP23OIA)NIAL
AI
Is 7DCc* -E 7 .3'co31BR 53.1 E.5RM~ I~ NTOP
* f l CI CAISIEL ®04)W53 1 n0 00O 110TH! 4.0- 9..,00
OD 4 PRINCIPAL SPILLIAT .SO LOPE I1 I~ n i l t
K- I-T -I--- --------4R.AREIIIF.~ ~ CS.IP I . i U U I Li Ll4#/ 5 ,S Li LODAI Shd
V A STA. 0 9-IS IA PRIl4 EPWY STA 5-00
a B POLAN VILW'
0 10 00 40L_ -I-
.SCALE h FEET
-oP Or LNST FlLi. - 0 ISTLDnLDETAIL SKT 5 O F ETLDFL
01
(_jt
RIS~~_LE i3ZS7- 2L~30
3:)0.. 3W
4 OD0
RREIv0I DRAIN RIESELRV R 8
PEELORD1L NE - OPL'G E ~?OIDETAIL SHIFT J17
ELE~FLE !3012 .I
RESERVOIR DRAIN CNVEIC __VZ88
RS RVODDIN TIGFp OREE O DETAIL SH4EET.E _t7_- -
1 ErAIL SHTA
VKN _f _BEEVIA& DE TAIL -&LHL. -7
PROFILE ALONG t. OF PRINCIAL SPILLMY
0 1 0 to 0 0.5 5
moFPZ SCALE 181 FEET VERPT SCALE IN1 FEET
&C- 6M IGL-ML
iS IS53 HSACULITNE. A&S SMITH CO.. POH PA LT1530.I079
A S3A Il F./n 37
4093 toV'"s 1
1O 2F ADTE 123-5L-LfELEW 33051211
1
-~------LOPEND LIN
4.P~A LOOSEPA SSPIPSP LESLLIAE
TLE 1104
PINI pip. isA SUO-fdi inj
Iiie SL~ jhIn LM, elSn vi I
Mo ~le Maso 01rIjjo pti p@ ofe
F $I tur r r n I N EN of a~io
.LET SHEE Pi7
' 07 6E TLE IL riy7T ~ AL uFLEV~~*- 133 5EVI2 111 21 AIr is# -.---- 9
~~AELS Slit Al SH1' 005 FE/T GRWOWADEDANCREK
PKUN&E POOL RSHLLLP COOLO EARDN 01 -EI V AU 1111011111RS1EO PROEC
BEDN 'Mi PRINCIPAL SMALL 11N-A0LSYO
11
is ' Vol-o" iun
So &.L 11 n. ".4kl up
?p .US -/oo bad. ON A .0 £I.0tu (*-**)I s - ; CL 4
46 U." I .I 8 n esslo tioi -lts %281,,bbl n;nf
U1 afa poa isk66,bn oiAy(1,6g
0z AS IS. 5*04*10 Vml 4A1Ss5 4ntilu -rgi L ta
w S2"M ? 1 .0 WI 0 -to Ins-of Mug P........ us
I_ _ -f 1 4 2-203011 's-.- 3.2.0,2070-05
in_ _ __ _ _ __ _ _ 3.2
.~l ./.... .o in so
III> ll .. UY90 111/7C ALD .. 1 3004 4 l4~l .ot.t..
0_ "ticid -p~.4 .s b*y Al" SO4. lA
le 0..7 04) &P#. 4K " i.s .. Ios)ls. l 1U w 123 GM; snic; s.01; U -dv poin-bb11Y; 11.1 o 1.31w )1 o4 o...r..Y-M (9.41 ligh pi'vinability- bon
1 30 3f-0070 ,10 s .7S lihl ~iitfol. e brobi.4 (gS-si lg . .o *lsgM -t .ligh t y -blit
g, 3m ;oott -, sigt .- iLty hard3 ftmsrc m4j bsr 000*16to ( -4 to.,1 63) calaL
in 02 00.41.Uy.oan ~et
IT 00 s l;fl. w l"V" do (Is'. 400) I'll~ .; a .. 1 2C0 -o. 6 1. ly .. ~ f..t
1AO LSA .57 2.140
Al ~ ~~~~ ~~ Ottl.*pt--. 2%0. 5 goo-1, 240 .0., 65*0A1 1,toro.4.56 0.40 .5 slightly Plastic; tim ,
-A4o Oto04 6-in U &MY; Mistt to 00%; Alight phnoi y V. Stff
SO . a1.53sd,3 r p n 9 1 f- . 3t *w . 'd24 no t..2.'anc % o1y (".29. > ~* 10 ) 42n C .L
24 Silty* /.-&"I - u30 Ar-..Is~l I. l, C " " 31 70 Am 141114
mind 13 -29%%31 U-t- ti...----------- .0- 56~
/DU2,fln 017 G2T; H2.RC LINK Ligh P.MITHt CO stf to1 .. , PAI. L7925 1123
39 eny (ITto")1 - 4(trmiho~l. . . ..ns CL0,16
ow, 11111 R 1 . a.* -om4.347. .. 643 154
.0 . 0 Too P12g 330So 1'wya,-" oot.ol.M ud 69 okama poo.. los. V-1u-ofo-1-44 334
Slt in WL ~s 4me 1l i L41Li~~. Sa 50-4111111ant-
vL4I 3 3*d. .14.00..its #a
67~~~~i 331 -A .. a.ms t. 06
us -r. Ismoo of-.. 416.11164L) a
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FlI ... pwt mo L~3 C .I I, 3 esa ?u " (03*7? - sum saw
As ipssa 6s *-S 1 XOUSt.r- Lcp fIs tdvbpfiiy itsotwaoe ly
ftU g rh j lt lgtp - Ue.b, Is su"01.~.... oi" o'k4ood otu 4
36 $at.dn g.tnt. /*4 .."9.
u6 P0 44
34
7 -o forrA4ft
16I' 9" i'nr . /Uldo, 4
I So I~aflr p- 'c4.21s o4 SP43,i~t t . . ).1 by-*
36.i.Sty 31b(3I 41, Ft-- 53 -Lt ea- 120t -*.1i~b3 ~~
11;... ,.;.13 p.,b11ty ------- .0 d-..4 71 3
21.5 3 100);l W..t.. L.0
14 o(71. oust sma-' SOo ton _ _7 .itl took3, fat-
;.1ah 4.70. f41(7 = b7t tost4 014)t . b111o ",..u 3, ; mtt t t;sbily tl~g13 73.13U t 000ty i S
34/.310 Asti. 3...t 4....- -02 1- 100); of.1 3.-4
2. 3- 11S 0.0 os -- 0L0 .. blt;sifu - 61 4MTRA
003063 $0' sn'-10 30_'I$ 0mySu '
365 V'l 0s1.39-,3.3 ,33 -1531 05-3, 0.0, 4 . ~3;o~ .n17 t.. d EOSML 4 0
223 15t? 134. 75(1,831, ~1.t~t 34.3, 19 fy 3. 46; i4tp,.ll3I3 34 .3
p7.3113( (3493 ji* 3..13734. cz.5.TATE ., ~ 'ISZ 0037 . 505
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30 cn..IaPLATE 6sAS a COMPACTIONACURV
52 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ *.-% I.mypai iv. 4 A-- 3 nl 0sod 4 .tcf
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13w &*--ad), &U9,-; Ca. 6.0 0.3 I.p.iI ab 5.
0 ( 3.r I5 A p- ,. a a . i s. .W . M 3 -. 9 % Uq 1
M b
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, 3.6
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(9O 0-0,5...19td*d. Za o .146 a.6g. l (3.4 .. ) ft-, b3 oisos Cy P
1_4 (j O C10-SC4. 0.(3a. w3jV44' WQ4) 1 2.8 L3U.8 &at. grove.2i %sssd
14* now. - A..966d ". oub..2., .119.9.. /BBB Map*
14 &n.- 0 W. 4 3-4. 00 -an kis as. aS &__I.
salt. ./a,..t -A so"; $-Is- va. iss.. ..b....9* U 9. 4rU . ~~-slt- bi-s.i solt; 614hgly p g..issol is, &Uff as kot am os~J 3 ~atm .am 0145. *~0. 24 **.4-71 3-4. Ub-04 orl (.pp-..tu09
u-jag ... 11-1so.. 1O-0 i I.lly pliat,. f'_'LI 13-i. rl. 3-t), 9m-. &-".b b,. 4.7.M 5~am " -It B .", " Mioat, olga. p.9'522t (.%.)I so -4r (g - 14 LL2b, 113
so, 100); t '11 Cl-dO. t 01 CL_ SA____________3____2.4
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.i i.... n fl$., . 1-3L%:::2-4 2-4
- W; Is -, 9'%. vp *. 49 3-4'-. 4 so-9. (A0 . .Wx. 240 -~1.
I.... " .. ' I.-C14 . t.4hL).9 . / m f~ .
wS Ai, P-. X.. .6' *aM 3AI 92% t96 tA (..6 3-23 am'.. 3 .. 5
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04.
12- lot no. f.-2 *p-. 4$ W.~ S 605 tro. (&.h 1. .299.n. 30 gmft.
(~i U~o. i02.,.94. ropdly lovassla; losoi a..a95 tLl.,... CH
1.2 - .2 Silt. *,'Prssl
0-Y Iill U 6 9*.(Oib s*p. 5 .. 1. IS
OD .LN. 9.S. 3 .1 102lz.
9.-U.0 Ors..U aIlty ./-d.o ~~~~~1 -29 - lot9 f1.gs / ioos 4 t.a.b.9 5.
iP- 4 -0' 0 34-. Mg osis (obl :. -PP . 310 -... L
C 30a 9.1. .. I, 33 1 4 . 2.0'
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.11.s CL-d I .1f; .'
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ClS
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.1-1 ,.
"''3 395 R~%I 4A3 5' T- CC'-C,- 14 L"72S 3 -
0 .1 Upao. -A1 deb b-0 0. .
110me ou'o gI0fbo , fs 1.0 - . 612Sli. *o...IW /..A
4560*S a5O 3 1.4" 0101 ast00 (0.t r oa. M3 gr*o*. ' me. - so0.044 ohoegokwr *s e/es fus.."T ". o04 . 6 usku Punict2 ploll 1 ). I APros. a * 46' 1 Sob.. fig sets (00100 A. ajpv
se.3 ,I- .. 8.0 p..o22- rup.0 Nete (P.soo es~ slont se.'M15 Ple A- (A.,h1-.-P.; 9 otof 2.6 Sil. gr-a Waaslbeoig.04.ii L
u Kly res-sku, "at; A~~ppt 30 4.% 4% 3-4. 939 ett (00tk is 0ppw. I r-. 23 1. ug" /_(8.3 l .1. C2..dS) 30 .. .. A 30 $*1... Dut ris.) 13. mea. - oolo..04o4 te sels8or sOt v/seew fuse.
oosj~u W-el sonn; o!'.40t pnessehl 1. 81fn te lad 4ppos. 30 46. is 34%, 93 estt (lamb. is oprL
begoosesas OtUs C1,4. 20 -- v. 3110 seed -0 5 ..1 -. $0050
Lltt- 12.8 14.5 Silt. Me~r /9- 0505.s4. .k.*5010h~ moo0 n400 . ottif Wasit .01 .o* IA U.15001 IS- -M- 1604 to .1a, ut /=.0 tg.bes; booesem til
0.7otfIto0. 'r2 .,& I4 1.9 alit.1 -fttt ft...)Gray; -tt .3,141,14 p.o02.a;- tiff0U2b-4; ob-tg saovsee 0 e A *4mupkou .no fap.
0121; C,1,3 Is .6 1'* PA ex~ e 0ta. (A040 1. MP.
* Sot..w L,&0 -pg.05 0 1.0'. A-0004O -op1ttt0. IL00)
0. £.0.jp1_&, b_- gt.t .17. 04* em. t I S
*. o..
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75 tt ~ Su o.. pp-. 2cood Alpp-.. )A - 6% X 3-4'. 004 -too (.t .. opp-. 25; 500.. 0.6 - it.0 40001 - b -h.or-. 5y n" t 11 ed. "a0 635 slightly Plantimhe)
hI. oo~otof o 0,40~ose5ttled (grey-ho..(); itt sligh0tly poh.le 3,jff; hoov 1.5 - 4.01 Slut, *.uj /.ww
a--. o.O~il~0.4.Appsz. .61 0* 3-61, 914 otrio (Aak0 1.o~fu .6 4.4A.! 6-2 /oad25 50000. 15 Is 4 sa. 00.1.40babuy ptan
2.2' i 1 ;_ - oul-undd4 0 tloooo ln. o/ooa Ol. ftvo)trt..elastic 000 )A, 6. is59o%~ ~ 3. 93 ss~:,w~hl V;. 00.1 1L.,hiso.); s0ot; slightly po.-6hi.; ni..f
01sb.; ery' Mf*0 to b.,4; b-..- 2 ., .* 004 5 .1.50thy Plot, f..)b-. .- !U L41Or.yoO b-.~; .olot; o5igb7tly Po.oole; .. .1 tif c. 4.1,1. Sa, .. 170/0
-obro.,. .4 .. ka-otop. slot ./- flags Fred psool, 25 . .ds 4 O gbt;0y pleoo ft..
tpo~.34'* %5.'.03 =. (.00h is opp-ot 23 &r.1, Cy. I?; P,; .4 , o..hl.; -. *.af te25; -. 4. .;d5 2 ol seot ,. 1_0. bood, be-2-ooootoll; 1,0.
000y; tmt; slgtly poeeabo; -. stff to Ooo4; Ooegso,-toll; CL-OS 10.4 - 1.2 .,It, aeadY ogoo
V ati. - o...W4d se oioplot 'I- o/ 110..00atris (.*..o a.pp-. 30 .. 1 met.: 507 P.t pp_50. 200 -6 49 314% 941 -. trt. (,.tohb is pp,0.
*0 25US gre-1, 23% seed, e04 55; lightly p2..ooo ft...ties; ... .000 Z., ;3102, Sent. Am.. 113/70 04 MS.1 0..,r; tont; .1.500 .,-el 90001. . 0taf tU bud;
ti-ed00oo CH&, -tI.L; CL1L25.0 - 1.2 ?opsitl 400 dakb-.e* LM...-.. 13 Io .'
(00,oO is pprva. 13% 4-3o.. 25; 2.2 - .6 $Lit. (I.O.U7y /o0 oo i0t'00005.'0 .poSuno II-.) 0 - .- .bo-4o~.4 tu -oooloo plot /.- flog. TF f2fik Lear S-oo 511Mli SAL 5111A
no;..0 O. o.. ho oo..oooo fipp.. 1% .6', 3% 34", 9b% sat- (.0..b to *pp-. 2IS go-od55; a,"4. .04 b9% slightly plastic flows) 0.0 1,2 ?0sp00d - dbOO00.
50.104 (5007-.00); mist0; .2,00/y P-b.02
. -off; bas-
0.000044~~--. 0,aa C.tooo hi.5o toL-61L 1.2 -4.0 Silt. o/-~4 ad go-1....- d to.~ -. 49le 'ppo .. 12- - - oOo.'ded to suboagolor elot vis-. .0.1.
5ui f ) .6 - 15.0 Silt. sootoll o/o.04 App-* IS Wt 3% 34 * ... t1ta (ottodo io 24;Us; o-. b4 tl Q. 1.2- saa. - .,000om40 to oohoSpdr Lst v/o ,. at*l 25.4, 04 03d 010o02 gc PloOS fine0)
01; 000 ';oooo ol;£5%Ap,,... 2% *o, 4% 3-64, $49 -ix,0 (00.O is pp.. 25; 50500.ftu 0(..oosoobeo); -- t;lghl prah tf
4043.0' 20 ... 4. .. d 51 lightly1 plastic fiso.) hg .e. L0
000700 00.; .,00 oliO~r..o~o.l.;.. 00f 004.0 - 24.0 5,11, seedy o/Sre-Iheotoo.oO tll; 1.00..14- .. *. .. bno.44 to -ojar .1.t /.- k.02
1S.0 - 1.0 5,10. 5000127 v/004 &pp-.. 30 -t, 5; 2-o', M5 sooo. (002001. .pp-.Ooh-VAlo 01-0 -./' fuse V me, 0.-ho..odd to .. boogQo.r .100 ./.- flo. 25; p..1 11% -~4. .. a 53% olightly Punic0 1 oat
90-:. prz 4 -,-prs 6.4 4,9 ,.oo (An. 00 opp-t 20t 500000, crevsh 0000; 0040; .2.04007 poeohl. .. otiff 0. la, i. ft.... 2Sp.00 aed amd 34' slgtl latc% ie herd; b-,-.-0 till; CLOS.y ooohio; 0. off; b-oo.-,oal 52b0 grey dol~ oor to .0 table); o.0; 0500001,
p b. 000stff to hold; Ooon.o t"ll (-005 14.0 - .0.3 bilt. seedy -/M-011 10' -. - 0400000404 t. .oo.boI1le -10 /- ALL.
00.: L~ght 0..Pg- 6 7.0- AS;,~ . 2% '. 5% 34", O5W .00.. (%Asoh 00 APP..(.0.0. 0Is3-PP-. 10 500001, 12% -. 0, 50~4. 110 4 342-25; 50.01, 3Z0wed 0 4 5; I Lo3 l plastic time0oo
11000) i103_________Am.__V1170,_________ £007; mitt; s1ight17 porwoosu; T. stiff to hoods
h.; -. -ft, t-oos-8~o looso0n.; 0.0 0.7 lopoil - £000 0b-- %n0o: ver7 1,10 seepage000 7.2'.
0.? 2.9 5,1t, 500042.1 v/o04
03,000rue ~ p . 1% ft.t 3-o", 9b% on-~ (A-.00 is op-. 2IS &-ol,r50,. un ,0 00~i .#po.. 17% Mtoo, 1% -Woo, ond 61% slightoly Plooo f.o..) AS BU ILTUo, .. 000ff; hOo-sto. t,U; . baesesooo.0 3,00.0; 0.-Ott
12- -. 1-. -1,10. t0001 ../0004r
£590.- 3." 4% S341, 94 set-0. (ftoth to 03rea. 39% S"'do25; -. M, W4 SS .1ipbt1ly,o ni t-4
0007000 00.; mist0; s10gh0ly po-abl.; v. stiff to hood;tihg~secll U140. NEWTOW~N-HOFFMAN CREEKS
53.0 1 1.7 Silt, 040.; 0/Crs.sl WATERSHED PROJECT14' s0o., .~..404 to .htgo 14t FLOODYATER RETARDINIG DAM SITE I.2... se3 w0' 45 sl4',l Punic01 (, tO59. 2; CHEMUtiG COUNTY, NEW YORK
£007 slight0; 02407Potab; t.,0f0 od beesto. LOGS OF TEST H4OLES
5.0.,Liebe0."op06 00 15'. U. S. DEPARTMENT OF AGRICULTURESOIL CONSERV TI(ASERVICE
... o~odooo~t~o..............
PLATE 7
toNo.
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C13~~~~~~. IF f m 0 . P A -" s b
01D0.0- 1.4 T.p..U - Raft b 10- 2.3 SUI.1-A /999494f9999
1.4 - 0 Si1t, 0'999 aid J-6.1 2Sv.. -6 9*34 94 sair. (909, pom 3 .. 1 .20 - - 9,93409 .. 9o. l19 t' .9.I. 23ILa 11rd, 04w93S 1Wbt91,3'J.-.. 0...),pp- 1%I .4' 31 3,.* 949 %, (4,1,t W-.1. I o.~4.., .. -,a.'1'1 P-4.9 -If7 h-pon
t.91. 4 -C ALtl .1g91799901; *909 3 143SoS 900 /99.co h-,.- OWI:31 CL-46. -. 9,.1 "it "MY 9. .9.2
4.0 . 14.1 5;19. 9947 .1,99.01 0979. 31 09* .. 30A 3to obmdI. 99.., ao. I-.~.01~t., 3210 9... *99..49 99*.0fl,.
19. 1999/999 p- is Wh. s.o 534 1..g 93%1-- ,&o isp.0A,0...).
231 hat1 231hle .. M. $94 930hu *19g991y 5.999 -90)9s..9 9U,04co99,9 9999 pp-. G1.an1 L992 I 093fft OoI.,-fU o
9.9D bath; i1sis 90t 5j *94 notte 97h 329.. ., Im .90 191 0 9
if 1203 Saso. S-9 9.'4/70.M5.jM.LL 0.0 -0.0 UpLlo.1 - d.rk 9999
N ~ 0.0 1. p 9...1 - 5-60 b-9~ 0.9 -3.3 19. 9/99m49949." 0.0-0
1. 40b~0*V" . 9-o. p - IS99.19. 9.,44 .1- pp- W 9 a.11. t . .1.999 - 9 - 9. p9. Us ' 41m . 4 t4. 9r.-).4. p9..2.
0799~IS 46% 3% 3-', 991 909-. (-,.'t 3*&P79. 0.9..4(.799*9) 90... .LLblay -..1o 9.201 -I, ... -.4 9.411 .1.1~ 1Y ., p 0... .) -b-..1, 0.40.
93.9 (49.7-b-m9, -,at9; 914737 a.91; .99ffi~ ..basill 0.40. 1.5 - 11.9 Silt. .991 .W4 -o - .. b--o.., 9.4 wr909
093.219 ., .-9Ow" 2.3 -
4.0 1 3.0 3.1!t, 5 .47 .,g99991 4p-.. S0 . 4% 3.9', 94 satr9 (904. .pp-. ICS a-A.14'to-999.94to9 -W.3.
41:1- 9199 9. . 23 .. w4 . am S9 .1.o9ly Pubs.. 0_.
;30~~~ ... 1 ,2 ... 2 092bu P-.. tiff3. ,,d739)i p11 2.0.- o*.,! 9099 t"9~ 7.99-9 Mo9-o 9t97f ZL
,od c9593 9311 C1.40 9999: L,111 .-. ,. 9 1.2'.
o ~13.0 - 1.9 3.1t. -, .11., -1 XLL.L..L..79..1'L190..AI2 .
>799 319'3 1.3 993 .. 9*.p 0.0 -0.9 U9799, 9.7. A b--
0,9; 9199 *1g9~~ 099991; 9999f 9 9049 0.9 2 .5 SO19. .094 92 &-aol
n11, 097999. 35 . 4 3.', 94 r9 (.9:.1 . .pW.. 240 g...l.
(9) 599709.99.3;9099; 91,.991 9.9991; *9aff og599
O.Q :. T~:.A,- 4 -0.9 15.0 Sl19. *.dy Igm99a9
- 0.4 - 4.3 179931 - ~ 14to. 909999004 1. .30931, 19 /.- *910..-3
0. . 19, .0 -94 grs.1 I-70 - , 49 . 94 9099... ('.b9.0b), 977.9- 2CII o9.1-~~ N. 7 0.9. - 9.9.9.49b_4 99 .39.7.1,1 9/a.0 W9.. 2!39 ., 9.. '.5 Zl9tu3 PI.9 .... )
9~9, 1 9' 3 39. 3%g 9. (99303 .. pp_9.. 0;Y.AL b-0; 9.3.0 99 wt9 Is.3-, a.09" p...91e; still,
b-,..o -b-9031; CIm0 h990; 1."99g9. 0.3. 99 0.9' 1.
2. .. ,9 94 /9-9.1 it PIU9 vois9 099 1h, 7. 1.9
9'99310 97 34% 230 9099.9. (903.9h -9 ppm,. 0.0 -1.4 1909.91 - 499 t~
t.,~;' .999 939; 2.m1, P.....l; '. -9ff i. 1.4 -3.0 3319, ./,9 994 and m
o ~ ~ ~ ~ ~ ~ ~ ~ -l dr - at91 4.99.9.9. o/bIde9,s); Mo- ' asa. M .9.9.~ 9 .9.9.24 30 /. flags*._-_iT3 i 9911; &PP-. 979. 1509', 30 3-9'. U9 9S (90990 9. pp-'. SIX *... 9.
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10'- 4. SLtov._ 9..j9,..4.9...9 had9
0.0 -1.1 0 790, - 999 9b0- -7pp-9. 5 -'. % 3.'. -4 -09. (ohith s 9pp_. 22% .,a,
1.7 - 0.8 319. 9/904994 g(o9 231.9. 994 590 91;Atl, pl.-9, r4...).999..9511 09494m 99d g-139 999.9.- ; .03.; 91379917 79.9,9; .. 99,0 99 1.-4; hohma...s
231 m~el 20%9. d, and .1WX 1 71tht ., "99) 1.0 Sil11, 994 9/6-9,1009194 (g -,..s;.,.; 91s517099011; 999f; 14' sait. -*,.94. 99 9330.95991 .l.t fl90a nag.0.
boog,..o..,!93; (1.453 -pp-. 3009', 4% 3-4'. 900 9099.9 (903d3 . pp_09. 230 groa1,29% .9d. 994 51 lightly1 pl-oti, 0999.)
2.4 13.4 It!, 9/99 -99 w GMT 09; -. ,9t; 91,g3.ly 5999193 . .9Iff to 9.94; 6_._. t9;2494 4944 9t .X9,,4Uar9 9199 99/.s sha19 CL-OS*739. is 09., 91 3-', 93 99.9(.99999'.
09973.4kft 991.9. 9.99; V..n91 Labl9 .-. g *931 6.8. 4.3ho94; h_.9__.0.i 991 (1.40 #Up,10 um0 Sm.0 11110. W9. 113.3
13.4 -14.4 319904 /.100-191091 909..,'It, - y .. ,9r9 al 990 9094919 .1.: Top ..9I9.19
9799 .09, 4 go9* 94 t. (901.3.,. *pp-o. 1.9 - 3.4 S31.1 /smood 094 -991
0997; mi199 ; slightly 5.,ossa013 .. 'lift is b094I 43099. IS 46', 31 3-4-. 94 909r19 (uAucb is 9ppsh. 1IS gm999, 10.0-hasiag.me.u 99119 CJ.40L. 0.S. 205.1 (OC411) 130 04 .90(30 9 IS-191" 52.9999 f-.)
09993Lgb 9.-Pa 905099 1.6' to 9.0' 999911 (140
3.4 -14.3 Silt, d-..1y s/.o19' shi.. - *.,9,.4 9999395109 9199 ./so f1ags05999. 2%40, 4% 3-6m, 04 a9,98 (ohi09 is &pp_9 1.S g09..1
2431 904, 904 3 sightly p10993c 79,...Om'ale b9.99; 909093 91.1,l IM99.9.90 U,9ff t9 99-4; b_"_
t90114 0.40 D.S. 310.1 (*C.M)
P~99 Fair 19gh9 ... pg. .9 3.4-
1..1 .. WN.A&E SMITH CO PM.A T530.- -
0.0 0.9 ?.,.all - d.,& b.. 0.0 -2.0 Topsail - 0.70 V.. sial4 . oollSlat a .1.
pp-9 IS Massa2101.. 0.0 - .1 Sils. S....y /issis 3.0 - . .S 01. 0-117U z /assal0....) 0" o. ~-k ionl.,r 9. .0 .... d. .1.9 bl... 10 ass. -t isal9.*l.g.9 .. ,. f~
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101o d... -. 4 76S.,gti plsi .9..) wz" gAt.l 2 and .9 nd4 Mil 52 1.1,Sb ....ly .,
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* .. )1'a.-, 4i49.83** .. '.. 1-91 mi... - .sumu to. 946ua lat (.4.oss flags.
Us.. stif.f U k0.9ld; Appma9~. 3% 90*, 41 24'. 90 .99. )9.,. isp - 21 sp-al. v*% pp- S..0 9 091591 1.ss120 sa4..,.d 15 a1.50.17 plastic ri".. 194- 99499 gma.40 Ssadd
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TI Air. 5994r 5//0 0 '29' 4
0. . p..il - 6.4o bmarn 0.0 - 1.4 topsail - don -
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,..~u, .t~f. ~*ow.. S 9'.IV% 3. ex sg ,)-o.b .pp.. 02 i-1 App-*. X .- 3% 14%' 521 -t,. (dWib 1. pp-. IS34 9 ._' a 25% fine.99.. 4) gm,91 ILI ... 4. and 55% s1i59tly Plastic fxA.)
sat9.,; ta.int4 mp.41y ji-soble, 1..., law.s-. ili-i.; Ira; 9999; 91igbtly ps. . stiff; s..3% till; 41.0
f4ii~ 9 49 2 '1 2.2 t.5 Gl9. 'iat? /..4 9.3 11.3 S-94. silty .51941'Al 20 -mI16 as. gi 1I.S. 9jsir 5-- '.1 . ., t..ivl.r c! Is. 14' -4 - *r..-.d t, *09f ot2. 1./.- flip.
Act9499 30d ao-..9,ir i.0) . F ml 3% 9.9, &ad 2% 2.40917 plastic floss)'3Q5~..£s) -s c omou; ~;b9-
-. S -12.0 C -al,. Allt,..ad 12.9 1 4.0 Silt.94r/gt1
s f9i l9- . 0 1 t i ll ; 2 1 9 a .. a d 4 1 r ~ l s i i m
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(.b,.~~~~~~u -.- x-3.: s/9/70 sapas 12,11.4ida . slti
0.0- 53 ?p..2 -0.0 -1.2 Top..il - ".9. bms..
slat ./. h.992 0.0 2 .0 Siat,. .. d 990-.1(.0i,0 is 5%~ 2.3 o..9. b . - 1 ~.i'. 19,* 2 .., 3.3 3219 W-d.9 W49 6-99
9 0i49.9) 9pf.499 IS 9', 5% 34, 971 aac'r '1i" 9 049. 25 491 14 - .- . - 0~u49 -b ,o i 994i .i9 ./991,s9
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el"~~o 'j0
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17% -~id'.-od C% .141,11Y '3. t9.' Ii-) 121 9.94, oi94 9 I2gbtly p5..tio .. )em .; -. 9.; a134917 -if.~9 . tiff 9. txsrd; Ginmy:s wr~ ig%; .1.p0917 favvissu; V. .90 a.9
M.1; C12.90.. 3.5. $01.1 (CI.40.) 19994it; ,940.
' 9.0 12.5 Sla19 g1999117 v/,..m e. 11.0 Silt. "./a.4 ad4 3499930i. .. ,-* to959 Lis 349.1 flag 12. -na .91,siad. 99 -,999p.1. 9199 .// 17
Aesbe tf, ososmlpp.. 30 46m 4% 3-6", TOsari (9, c (9is;pmx9. 2Q1 gmv.1. AIDp.9 5031- S' 2 2 *1 st,.. (.4.0 . p.177 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ t- X9~. sad00 19d9 196sd 9 2 IgS.~p.1 1.)999.2%99,94S Ii ahtly pla.999 I..)
1;17i99 ,.o. and99 WSiktl slmn~hti plati 99.ffam,7; -. 1t; .5991,y tl99Ll f t. ham19 0; b4949. till; Gmyls tr- till; sligly eabe .*if
4 1.4mO. 9.3. 901.2 (014) aoset til CL1.
1.9 va- flsat.i.Mi. rypt
0.0 1.0 T.p...l - 4..,9. 519
.1.9./ no1.. 1.0 -4.5 119,91, silty 9/9994
4.bii5 pp-59.9. 20199-1 14 a.. - .1 t flags ~ ~ o.9999 4%0191
I X. ~~~~~~~~Ap.. 5% .6'. 10%g 246. asi93% i prx 43 m
Cit. A.S. 306.1 (an)
4.3 - 10.0 Miss. slaty ./5199914". a.. - 919 r1ug. 9/90999 9. .ka-01.- 001A"P... 0 46', IX 3-4, 79% mt: (41~th is approx. 35% rovids,
0197; .99.55994d; 1934417 9.9999.1; 199..; b-c599999 tinl (Maloo) A S B()I LT(9.3.b isp.. 190 51999 10.0 "U.0 lilt. v/s99 .4 "d1gow.]f.a.) 12- wa. -1.lat rag. 9/s951994.99 W. e~wa 9019
Possimb19; u94tlhisoosi 0999. 5% -b- 7% 34%, W v94-19 (.19£ 09 .pp-. 2C 5191 J - 2 8"624 .. 9. .4 60 slightly 31.9949 0t...) 12 -1Ssy; -%I9 sl1diy1 93999isib; game, h-g999 till (.40.
E.54. o &. No.. Reay er. tz., NEWTOWN- HOFFMAN CREEKSft-) WATERSHED PROJECT
U-1 staf t is,,i ho~aswomF LOOWATER RETARCU4G OAM STE ICHEMUPIG COUNTY. NEW YOM0
LOGS OF TEST HOLES ""
U. S. DEPARTMENT OF AGRICULTURESOIL CONSERV, N SERVIq
1 -STAM CONS. ofam
T-. 4............ ........
PLATE 8
I)11POJA) L
APPENDIX F
k GEOLOGY MAP
"VO
r--
PnhBowl DomCL/
Newtown-H-offman Watershed ProecFloodwater Retarding Dam Site-I
ewilown-Hoffmon Watershed ProjectFloodwater Retarding Dam Site-18
6 2 4 6 1 ,fmigs GEOLOGY MAP
REFERENCEGEOLOGIC MAP OF NEW YORK, FINGER LAKES SHEETI) 1' O A NLDATED' 1970 ,SCALE 1 250,000
to IRIS UCICUL9(N(4. L SMIT~H CO F0 P11 A L1, O0 101.
fT
LEGEND
0) CANADAWAY GROUPO 800-1200 ft (240-370 m)tow y L~cv Machias Formation-shale. siltstone: Rushford Sand-
stone; Caneadea, Canisteo, and Hume Shales. Canaseraga Sandstone: South Wales and Dunkirk Shales:In Pennsylvania- Towanda Formation-shale, sand-
z stone.
JAVA GROUP300-700 ft. (90-210 m)
bi Di Wiscoy Formation-sandstone. shale: Hanover andPioe Creek Sha:es
WEST FALLS GROUP1100-1600 ft. (340-490 in.)
- Dw , Nunda Formation-sandstone, shale.Dwp West Hill and Gardeau Formations-shale, siltstone;
wra i Roricks Glen Shale; upper Beers Hill Shale: GrimesSiltstone.
Dwr lower Beers Hill Shale; Dunn Hill, Millport. andMoreland Shales
D.)wr Nunda Formation-sandstone, shale: West HillI Formation-shale, siltstone: Coring Shale
Own, "New Milford" Formation-sandstone, shale.Dwr Gardeau Formation-shale,. siltstone: Roricks Glen
Shale.Dw- Slide Mountain Formation-sandstone. shale, con-
glomerate." Dwm Beers Hill Shale; Grimes Siltstone: Dunn Hill. Mill-
41,D port, and Moreland Shales
SONYEA GROUP6 200-1000 ft. (60-300 m.)
• -, In west: Cashaqua and Middlesex Shales.In east: Rye Point Shale, Rock Stream ("Enfield")Siltstone; Pulteney, Sawmill Creek, Johns Creek, andMontour Shales.
GENESEE GROUP AND TULLY LIMESTONE200-1000 ft. (60-300 m.)
Dp West River Shale; Genundewa Limestone: Penn Yanand Geneseo Shales; all except Geneseo replaced
bi- eastwardly by Ithaca Formation-shale. siltstoneand Sherburne Siltstone.
ft.n Oneonta Formation-shale. sandstoneD'., Unadilla Formation-shale. siltstoneD Tully Limestone.
LOCKPORT GROUP80-175 ft. (25-55 m.)
i .. .. .)I Oak Orchard and Penfleld Dolostones, both replacedeastwardly by Sconondoa Formation-iinestone
dolostone.
GEOLOGY MAP LEGEND
REFERENCEGEOLOGIC MAP OF NEW YORK, FINGER LAKES SHEET
9 DATED 1970 , SCALE 1-250,000 1XUJ200 A11
L * I I . u ... Pa -- II II
APPENDIX G
STAB ILITY ANALYSES
UNITED STATES DEPARTMENT OF AG! ICULTURESOIL CONSERVATION SERVICE - Soil Mech jnics Laboratory~
800 "J" Street, Lincoln, Nebraska 68508
SUBJECT: ENG 22-5, New York WP-08, Newton-Hoffman, Site #1 DATM: February 4, 1971(Chemung County)
TO: Richard L. Phillips, State Conservation Engineer,SCS, Syracuse, New York
ATTACIMENTS
I. Form SCS-354, Soil Mechanics Laboratory Data, I sheet.2. Form SCS-355A, Triaxial Shear Test Data, 2 sheets.3. Form SCS-352, Compaction and Penetration Resistance, 1 sheet.4. Form SCS-357, Su;mary - Slope Stability Analysis, 2 sheets.5. Figure No. 1, Compactive Effort vs. Compacted Density, I sheet.6. Investigational Plans and Profiles.
DISCUSSION
GENERAL.
The proposed 54-foot high damage class c flood control dam is located inthe Allegheny Plateau physiographic area of Cnemung County. The foundationmaterial is principally glacial till with some lacustrine-material in thefloodplain section.
FOUNDATION.
A. Soil Classification. Foundation samples were not submitted to the SoilMechanics Laboiatory for testing. The field classification, along withgradation and plasticity data obtained in the field laboratory, areincluded in the geology report.
E4BAI.Q4 NT.
A. Souil Classification. One sa;mple of glacial till was submitted fro= Theborrow area. The sample contains 33 percent gravel size material and52 percent fines. The LL is 25 and the Pi is 6. It is classed as aCL-ML.
A dispersion test indicated 32 percent dispersion in the fraction finerthan 0.005 r.
Gi OF 10
Richard L. Phillips 2Subj: ENG 22-5, New York WP-08, Newton-Hoffman Site #1
B. Compacted Density. A Standard Proctor compaction test was made on theminus No. 4 fraction. The maximum dry density obtained was 120.5 pcfand the optimum moisture content is 12 percent.
In addition to the Standard Proctor test, tests were made at varyingcompactive efforts, and the data obtained are shown on the attachedFigure No. 1.
C. Shear Strength. The till submitted from Site 3A on this watershed appearto be comparable to the till at this site. Consolidated undrained tri-axial shear tests were made on the till from Site 3A at 95 percent ofProctor density and low shear strength parameters were obtained. Itappeared that a higher test density was necessary, and the sample fromthis site was tested at 97 percent of Proctor density. Low shear strengthparameters were obtained at this density also, and additional tests weremade on the Site 3A samples of till at 100 percent of Proctor density.The shear test data obtained on the samples from Site 3A and the samplefrom this site are summarized as follows:
- - Shear Strength Paraneters% < B Total Effective
Site Sample LL PI Class Test Density Parameter Stress StressSNo.7d Stress S
pcf Proctor _deg psf deg psf
204.1 6T 25 6 CL-ML 116.8- 97- 0.97-0.98 18-2 0 26;F 0i- 118.5 98.5
3A 207.1 89 19 2 L 114.9- 95- O.96-i.0 19 0 26J 0115.7 95.5
118.7- 98- 0 95-0.96 21 575 32 0l9.4 98.7
3A 108.1 70 29 9 CL ill.2 94.5 0.96-0.99 12 175 22i 125
116.7- 100 0.98-1.0 15 425 25 200
The data indicates that these materials have low shear strength at 95 per-cent of Proctor density. The compaction study shown on Figure No. 1 indi-cates that 95 percent of Proctor density is obtained with a ccmpactive
effort of about 5000 ft.lbs. per cubic foot, which is in the range of 40percent of Standard Proctor compactive effort.
The low shear strength parameters obtained at 95 percent of Proctor density
may result t cause of the relatively small amount of energy applied toobtb, h.is density. The laboratory data indicate that this type of =a-terial snould compact quite well on the fill and that a density in the range
of 100 percent of Proctor is necessary.
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- .- - -- - - - - -.-.---- - - -
Richard L. Phillips 3SubJ: ENG 22-5, New York WP-08, Newton-Hoffman Site #1
On the basis of the testing from this site and from Site 3A, we suggest
that the shear strength parameters obtained on the till at 200 percentof Proctor density from Site 3A be used for this site also.
SLOPE STABILITY.
The stability of the proposed 3:1 upstream slope and the 2 :l downstream slope
was checked with a Swedish circle method of analyses and with a block method
of analyses. The circle analyses considered the embankment only and it wasmade with the computer and the SCS program. The NavDocks block method was
used and it considered the embankment and 2 feet of 0 = 350, c = 0 foundationmaterial. The upstream slope was analyzed for the full drawdown condition andthe downstream slope was analyzed for the full drawdown condition with a drainat the c/b = 0.6 point.
The circle analyses for the 3:1 upstream slope with planned 10-foot berm,usingtotal stress shear strength parameters of 0 = 15*, c = 425 psf, shows a factorof safety of 1.36. The block analyses, considering the foundation, shows afactor of safety of 1.59. The circle analyses on the downstream slope showsthat a 20-foot berm is required at elevation 1300 in order to obtain an accept-able factor of safety (Trial 5A, Fs = 1.52).
An infinite slope analysis was made for the upstream slope of Site 3A consider-ing the effective stress shear strength parameters of 7 = 320, _ = 0. For thecondition of parallel flow, a 3:1 slope has a factor of safety of 1.02 and a3 :1 slope has a factor of safety of 1.19. For the condition of horizontalflow, a 3:1 slope has a factor of safety of 0.93 and a 3:1 slope has a factorof safety of 1.12.
CONCLUSIONS AND RECOMMENDATIONS
A. Site Preparation. The material designated as F in the floodplain anddescribed as floodplain silt and topsoil was not tested for strength;therefore, we suggest that it be stripped from the foundation area ofthe dam.
The material designated as slump on the lower part of the left abu~entshould be removed from the base area of the dam and we concur with theproposal to excavate the slope to 2:1.
B. Cutoff. We concur with the proposal to bottom the cutoff trench in thetill and the lacustrine material underlying the GM alluvium which isdesignated as material A. On the abutments, the trench should bottom intill below the zone affected by surface disturbances. A minimum trenchdepth of 4 feet is suggested.
We suggest that the trench backfill be compacted to 100 percent of Proctordensity.
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-- - - - - - - -• - 2 o .... . . . . . .. . . . . . . . . . .. . . - _,...
Richard L. Phillips
Subj: ENG 22-5, New York WP-08, Newton-Hoffman Site #l1
C. Principal Spillway. It is reported that no unusual problems are expected.
D. Drain. We recommend that a foundation trench drain be used to provide acontrolled outlet for seepage that may be expected to by-pass the cutoff.We suggest that the drain be located at about the c/b = 0.6 point, andwe suggest that it be carried up the abutments to about elevation 1305.In the floodplain, the trench should extend through the GM alluviumdesignated as material A and we suggest that it penetrate the till onthe abutments to at least a 4-foot depth.
When the cutoff trench is opened, the conditions on the left abutmentshould be evaluated to determine if additional drainage measures arerequired.
The filter requirements should be checked in order to meet the criteria
outlined in Soil Mechanics Note No. 1.
E. Embankment Design.
I. Placement of Materials. We recommend that the till used for the em-bankment be placed at a minimum of 100 percent of Standard Proctordensity. The placement moisture content should be near optimum.
2. Slopes. The following slopes are suggested:
a. Upstream: 31:1 in the area where the slope will be subjectedto drawdown. A steeper slope can be used above this point.The test data indicate that the shear strength parameters arequite sensitive to changes in density and, since it appearspossible that the effective - parameter might be 0, we aresuggesting the flatter slope to reduce the possibility ofshallow slides developing during drawdown. Your experiencewith these materials may indicate that a 3:1 slope would besatisfactory, however.
b. Downstream. 2E:l with a 20-foot berm at elevation 1300.
3- Settlement. An overfill allowance of 0.75-foot is suggested to com-pensate for residual consolidation.
Prepared by:
Lorn P. Dunnigan, Head,, cc: Bernard S. 71lis, Syracuse, N.Y.Soil Mechanics Laboratory Loring C. Ibbitson, Syrccuse, :;.Y.-
D. W. Sheanklin, BinGhamton, N.Y.Attachments Neil F. Bogner, Upper Darby -WPU
G4 OF 10
lAi- l .. ... . . . .... . .. .- - --. -- r
PRIJ OR PO"E STATTIV SEVIATORTIO
PRINCIPAL PRESSURE, MINOR STRESS, FAILURE STRAIN ATSTRESS, u PRINCIPAL al - a CRITERIA FAILURE,
0 3 STRESS,(psi) (psi) Zr3 (P S') (psi E %
PORE PRESSURE (u), psi
0I .. .......
.~.... ...... ....
Z::. . ..... .....
TITI~~- ...........................................4..
.r .... ....
£SHEAR PARAMETERSILK;'!.. . .. _____
26 deg ___
1-t-lh t .,1.-.tono ?
K~~ 44 _______ I4- _______p s.f . I . i ... .... .
j!... I ..__ .........CAI ... . .t 44 ... .. .. ..
0t l.<0 6
NORMAL STRESS (a), psi
REMARKS8.c'6 'O
G5 OF 10
MATE H. IA ft.S ItS.DEP RT ENof_______'_UI Ey
U.8.I):I.*I~~ KN ~ Ai~i k''~:TR I Al-..-AL SHEAR TEST'ITETING RI"EPoRTf soiL C0 NS;uAt VA ,\ ON niiIL
PROjECT q~4 STATE ./54MPI.E LOCATO'j
FIELD SAMPLE NO. DEPTH GEOLOGIVORIGIN
TYPE OF SAMPLE TESTED AT, APPROVED ey DATE
INDEX TEST DATA SPECIMEN DATA TYPE OuscsC,"Z LL ____;P1 6 HEIGHT- 3-o " DIAMETER / TEST
ef.FINER (mm): 0.002 -. /? 0.005 ____;MATERIALS TESTED PASSED A' t' SIEVE U U
0.074 (# 200) ZfZ METHOD OF PREPARATION A___CU__
G, 4) _ 2 G,(-#4) -Z______ z-;/ // & ,A a Z,7s CU
STANDARD: Tfd MAX. /?6S pcf , wo. A MOLING MOISTURE 9_- 3% icDL_MODIFIED: 7d MAX. __pcf; wo ___ % MOLDED AT?,?. OF 'Yd MAXIMUM CDj
DRY DENSITY MOISTURE CONTENT, % TIME OF MI.NOR DEVIATOR IAYI~INITIA,. CONSOLI- 4D START DEGOST N CONSOLI- PRNIA TRESS 1
57Rf- ADAE c O Z0F AT START OF DATION STRESS q 3FIUZ
q/C~g/cc pc _____ TEST OF TEST TEST (hrs) a3 (psi) (psi) E %
/9-0 -7' 5,,1 2 .- _
12__ ______ 16__ 9__ 03. 305 6 -?-1. 70
(DEVIATOR STRESS (or, -0-3), psi
. .. . .. ... .. .
7 7"". ~T 7 ..... .........
SHEAR~~~~~ PAA.TR .-.-.-. . .. '. ........
J _7_______ . . . . .. .
_ _ _~" ....... . ... _ _
SHEARK PARMEER
ton o0 -3r'.....
.U, ..........
6 .. .. O F.. ...
No , i . _
P,. .CT . .. _....
FIELD A 1-'.Li NO t..CMC- ,.,~ ~ ~~k .v /z~ 7.-.., ' e,..- ," ,GEOLOGIC CrRIGIN T tArD A.-T PPROVEZ) BY OATE
CLASSIFICATION - LL .'. Pl CURVE NO. /OF
MAX. PARTICLE SIZE INCLUDED IN TEST . " STD (AST,,M 0- 69 ) E T.'- , , .4
MINUS NO. 4 2,23 MOD.(ASTM D-1557)0; METHOD ,_ . _
,SPECIFIC GRAVITY ($) PLUS NO. 4 "" 2,. OTHER TEST r (SEE REMARKS"
ZO O 0 . .. I . ... I . .. ..1 . . .-[.i -
- -. i I t -I I ,.-200 t
r ,ooo, -r L=1000 _ 1 ,
500 - -
z-. -- 1 r h L > .-. . -- . -- -: - I- - __ _-----_- - -- -: -I- - --- f.--. "r z.. . ... . .. .. .. . . .. .. -- --L .
-- .~ . MAX. f69.~
f -t -. OPT. MOIST. %
.... ...- ^NATURAL 'eCIST. _ '%
-- I - ". . . . . . . - ' . . .' .. . .. .1= t . .. -!' t--t--1-._-
LA. J I .I<-> -- 1T..... . ....... .............. ... t.............-; .... i
<, -.. . .. I. I / I I .. - - , - - , - -, - - , - - ,.- - __ _--_ -- -- -- _I__ i. . . . . . ._ .... - ... _ .... . . -- '- -.-- - - --
,,/2o ..... I !.0 4....- 'i i.' ~ SI "-. ' ' .
. . -
AI
',OISTU RE C O' Z NT, PERCcl.T OF DRY '' CH
| ~ ~ O 200_ : j_7. i
G7 OF 10
, ', T UA LS U.S. DEPAITMX:NT (if ,GRJ(I.,UI SUI. , .L L - S ,. .o
_._ SOIL CON..VATION S ...VC2 - YPRiOJECGT oo'd SiTAlTE t'
METHOD OF AALYSIS AALYZED AT APPROVED BY
IAI
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08 OF 10
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-~
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___ ___ / ___ _ ___
_____ 1.* I. _____
ri
* 1%. Al-'I . ~4I~.*~\& II . I
I _______ ________ ~iI ~LitAf. N .~i____________ - lj ~
N' ~, 11'~ N
-~ ______ ______ _____ I j~1 ~rIf
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-24
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_____ ______ _____ I _____
_____ ______ I _____ I _____
-- 1--I. ft~II I I A
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G9 OF 10
1~
- - - r~-- - -- ~~ -
.. .* *.. .. .
4 - ... I_ .j .. . .. . . . ..
. . . .. . .
.. . . . . . . . . . .. . .... .....
. ..............
.N .. . . . . . . .
G1 OF 10
APPENDIX H
( REFERENCES
Ina
APPENDIX H
REFERENCES
Broughton, J. G., D. W. Fisher, Y. W. Isachsen, and L. V. Rickard, 1966,"Geology of New York," New York State Museum and Science Service, Edu-
cational Leaflet 20, 50 pp.
Fisher, D. W., Y. W. Isachsen, and L. V. Rickard, 1971, "GeneralizedTectonic-Metamorphic Map of New York," New York Museum and ScienceService, Map and Chart Series No. 15.
Flint, R. F., 1971, Glacial and Quaternary Geology, John Wiley and Sons,
Inc., 892 pp.
Rickard, L. V. and D. W. Fisher, 1970, "Geologic Map of New York, Finger
Lakes Sheet," New York State Museum and Science Service, Map and ChartSeries No. 15.
Thornburg, W. D., 1965, Regional Geomorphology of the United States, JohnWiley & Sons, Inc., 609 pp.
U.S. Army Corps of Engineers, 1956, Hydrometeorological Report No. 33.
U.S. Department of Commerce, 1965, Weather Bureau HydrometeorologicalReport No. 40.
U.S. Department of the Interior, Bureau of Reclamation, 1974, Design ofSmall Dams.
Wright, H. E., Jr. and D. G. Frey, 1965, The Quaternary of the United
States, Princeton University Press, 922 pp.
L
DATI
FILM
DT 1
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