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AO0A091 258 ACKENHEIL AND ASSOCIATES INC BALTIMORE MD F/G 13/13 qNAIONAL DAM INSPECTION PROGRAM. PINEY RUN DAM (NDI-ID NUMBER M--ETC(U)
AUG A0 J D HAINLEY, T E DEBES DACW31-8O-C-O026UNCLASSIFIED NL.,EhllEE-EllluIIIIIIIIIIIIIIffllfllfEllllhlhEEllEIEEEEEEEIUIUEEEEEEEIIEIIIhllEEllEllEllEEllIIhhE EIAhI
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THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.
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* PREFACE
This report is prepared under guidance contained in the RecommendedGuidelines for Safety Inspection of Dams, for Phase 1 investigations.Copies of these guidelines may be obtained from the Department of theArmy, Office of Chief of Engineers, Washington, D.C. 20314.
The purpose of a Phase 1 investigation is to identify expeditiouslythose dams which may pose hazards to human life or property. Theassessment of the general condition of the dam is based upon visualobservations and review of available data. Detailed investigation andanalyses involving topographic mapping, subsurface investigations,material testing, and detailed computational evaluations are beyondthe scope of a Phase 1 investigation; however, the inspection is intendedto identify any need for such studies which should be performed by theowner.
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 of the dam,removes the normal load on the structure and may obscure certain condi-tions which might otherwise be detectable if inspected under the normaloperating environment of the structure.
It is important to note that the condition of the dam depends onnumerous and constantly changing internal and external factors whichare 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 1 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" (PMF) for the region (greatest reasonably possible storm runoff),or fractions thereof. The spillway design flood provides a measure ofrelative spillway capacity and serves as an aid in determining the needfor more detailed hydrologic and hydraulic studies, considering thesize of the dam, its general condition, and the downstream damagepotential.
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PHASE 1 INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM
SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS
NAME OF DAM: Piney Run DamSTATE LOCATED: MarylandCOUNTY LOCATED: CarrollSTREAM: Piney RunDATES OF INSPECTIONS: May 15, 1980 and July 31, 1980COORDINATES: Lat. 760 58.1', Long. 39* 22.6'
ASSESSMENT
Piney Run Dan is classified as an "intermediate" size, "high" hazard dam inaccordance with U. S. Army Corps of Engineers dam safety critera.
Based on the evaluation of available design information and visual observa-tions of conditions as they existed on the dates of the field reconnaissances,the general condition of Piney Run Dam is considered to be good. Thepresence of surface erosion and shallow depressions on embankment crest,slopes, right abutment and spillway channel are considered minor deficienciesin need of maintenance. Also, the removal of tree growth and woody shrubsfrom the upstream embankment-spillway abutment, and installation of anchorbolts to secure the principal spillway access ladder is recommended.
The cause, origin and significance of the red-brown staining observed inthe donwstream channel could not be conclusively established by visualobservation. It is believed this condition may represent a potentialhazard to the dam. Therefore, the dam owner should make an investigation -
to ascertain the cause, origin and significance of the staining to dam and.4 appurtenant stability.Guideline criteria recommends a P?4F spillway design flood for "intermediate"size, "high" hazard dams. Review of available design information indicates
j the emergency spillway can pass the PMF without overtopping the damcrest. Therefore, spillway discharge capacity is assessed adequate and inaccordance with recommended guideline criteria.-_
RECOMMENDATIONS
a . The following recommendations should be implemented as soon as possible:
1. Develop and institute a flood surveillance, warning, and evacuationpl an.
2. Investigate cause, origin and significance of red-brown stainingobserved in the downstream channel.
I3'. ~Repair, mulch and seed surface erosion and depressions on embankmentcrest, slopes, right abutment, and spillway channel.
4. Develop methods of reducing the quantity of debris that frequentlycollects on, and obstructs the principal spillway entrance structureand trash rack.
5. Remove tree and woody shrub growth located along embankment-spillwayabutment, downstream embankment slope, and exit channel side slopes.
6. Develop a more thorough maintenance program to regularly remove collecteddebris and sediment from the principal spillway entrance structure.
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.- .,' ' I ' ly . .D
' I James D. Hairy, P.,eo 5, aryland Registration 284
,' '.-Vice President
P.E DateL
Maryland Reg r ion No. 12020
Project Engineer
APPROVED BY:, JES W. PECK f-
I C lonel, Corps of Engineersstrict Engineer
"Acoenslon For'7,'Di;tr /' oea
tii•,B "
PINEY RUN DAM
I Overview of Dam
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TABLE OF CONTENTS
Page
PREFACE .. .. ... ...... ..... ...... .......
SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS.... .. .. .....
OVERVIEW PHOTOGRAPH .. .. .... ..... ..... ....
SECTION 1 - PROJECT INFORMATION -
1.1 General....... ..... . . .. ... .. .. .. .. .. ... 1*1.2 Description of Project..... ... .. .. .. .. .. .....
1.3 Pertinent Data .. .. .... ..... ..... ..... 3
SECTION 2 -ENGINEERING DATA
2.1 Design. .. .. ..... ...... ..... ....... 52.2 Construction .. .. .... ..... ...... ...... 72.3 Operation .. .. ...... ..... ...... .... 72.4 Evaluation. .. .. ..... ...... ..... .... 7
SECTION 3 - VISUAL INSPECTION
3.1 Findings. .. .. ...... ..... ..... ..... 83.2 Evaluation. .. .. ..... ...... ........ 10
SECTION 4 - OPERATIONAL FEATURES
4.1 Procedure.0...... ...... ..... ....... 114.2 Maintenance ofDam .. .. .... ..... ..... ... 114.3 Inspection of Darn. .. .... ...... ..... ... 11
4.4 Maintenance of Operating Facilities .. ... ....... 11
SECTIONS5- HYDROLOGY AND HYDRAULICS
51Evaluation of Features. .. .. ...... ..... ... 12
SECTION 6 - STRUCTURAL STABILITY
6.1 Evaluation of Structural Stability. .. .. ..... ... 14
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TABLE OF CONTENTS (cont'd)
Page
SECTION 7 -ASSESSMENT AND RECOMMENDATIONS
7.1 Dam Assessment ........ ..................... 177.2 Recommendations ..... ... .................... 18
APPENDIX A - VISUAL OBSERVATIONS CHECK L.T T AND FIELD SKETCHVisual Observations Check Lis,. .. .. .. . .. Al
Field Sketch ....... .................. AIOField Profile and Section ................... All
APPENDIX B - ENGINEERING DATA CHECK LIST ... .......... B1APPENDIX C - PHOTOGRAPHS
Photograph Key Map ...... ............... ClPhotographs 1 through 8 ................... C2
APPENDIX D - HYDROLOGIC AND HYDRAULIC ENGINEERING DATAHydrologic and Hydraulic Engineering Data . D1Hydrology Review .................. D2Hydrological Data Sheet from Piney Run
Watershed Work Plan. .............. D3Rummel, Klepper & Kahl Design Calculation
Summary Sheet ................... D4Rummel, Klepper & Kahl Design Data. ....... D5
APPENDIX E - LOCATION PLAN AND PLATESLocation Plan ...... .................. ElPlates I through 5 ...... ............... E2
APPENDIX F - REGIONAL GEOLOGYRegional Geology ...... ................ FlGeologic Map ....... .................. F2
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PHASE 1 REPORTNATIONAL DAM INSPECTION PROGRAM
PINEY RUN DAMNDI ID. NO. MD 139
SECTION 1PROJECT INFORMATION
1.1 GENERAL
A. AUTHORITY: This study was performed pursuant to the authoritygranted by the National Dam Inspection Act, Public Law 92-367,to the Secretary of the Army, through the Corps of Engineers, toconduct inspections of dams throughout the United States.
B. PURPOSE: The purpose of this study is to determine if the damSconstitutes a hazard to human life or property.
1.2 DESCRIPTION OF PROJECT
A. DAM AND APPURTENANCES
1. Embankment: Piney Run Dam was constructed as a zonedearthfill structure. The dam embankment consists of animpervious clay core extending from dam foundation tocrest, and upstream and downstream embankment shells.Piney Run Dam has a maximum toe to crest height of 73 ft.,a crest width of 22 ft., and is 624 ft. long. Upstream anddownstream embankments slope 3H:IV. A seven (7) ft. widerock riprap berm and an 18 ft. wide rock and earth berm arelocated on the upstream slop at about 12,.5 ft. and 38.5 ft.below the dam crest, respectively. Refer to Plate Nos. 1,2, 3, 6, and 7.
2. Seepage Control Provisions: A cutoff trench is located atthe centerline of the dam embankment. The cutoff trenchbottom was excavated to bedrock and extends along the damfoundation and abutments up to about 17 ft. below the damI ;$i crest. Refer to Plate No. 4.
Cement grout was injected into foundation bedrock below the* cutoff trench to form a curtain for the purpose of reducing
seepage flow. The grout curtain is located at dam centerlineand extends a maximum of 68 ft. below the cutoff trench.
* Refer to Plate No. 5.
Embankment seepage water is collected by chimney andfilter trench drains, and is diverted out of the embankmentby a toe drain and corrugated metal pipe outlet system.The chimney drain is located downstream of the clay coreand extends between abutments and up from the cutoff trench
' to 16.5 ft. below dam crest. Filter trench drains arelocated about 150 ft. upstream from the downstream
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embankment toe and are excavated to a maximum of 13 ft.below original ground. As shown on Plate No. 8, the outlettoe drain and pipes exit the downstream embankment toe atthe location of the impact stilling basin.
3. Hydraulic Discharge Facilities: Hydraulic dischargefacilities include a principal spillway riser, reservoirdrain, water supply intake and outlet structure, and anemergency spillway channel.
Principal spillway intake works consist of a 57 ft. highdrop inlet riser with two 11 ft. long overflow weir crestopenings. A 128 ft. long 24 in. dia. reinforced concretepipe with inlet is connected to the base of the principalspillway riser and serves as the reservoir drain. Principalspillway outlet works include a hand operated slide gate -
housed in the riser and a 304 ft. long, 36 in. dia. reinforcedconcrete outlet pipe with impact stilling basin. Refer toPlate Nos. 2, 6, 9, 10, 11, 12, and 13.
The emergency spillway channel is excavated to rock and islocated at the right abutment. Spillway channels are 250 ft.wide, have vegetated 2.5H:1V side slopes, and a levelcrest section length of 30 ft. The overall length of thespillway channels and control crest is about 682 ft. Refer
to Plate Nos. 1, 2, 3, and 4.A water supply intake structure is located at the earth-rockberm on the upstream slope at El. 502, adjacent to damI centerline Station 7+50. The intake structure is constructedof reinforced concrete and is 38 ft. in height. A 24 in.dia. concrete pipe supported by a continuous concretecradle is connected to the base of the intake structure andwill serve as the outlet when the riser is put into service.Refer to Plate No. 7.
4B. LOCATION: Piney Run Dam is located in Carroll County, Marylandapproximately 1 mile northwest of Sykesville. The dam wasconstructed across Piney Run, a southward flowing tributary of
) the Patapsco River.
C. SIZE CLASSIFICATION: The dam has a maximum (top of dam) storagecapacity of98,822ac.-ft. and a toe to crest height of 73 ft.Based on maximum storage capacity and dam height, the dam isclassified as an "intermediate" size structure.
D. HAZARD CLASSIFICATION: Piney Run Dam is classified as a "high"hazard structure. In the event of dam failure approximatelyeight (8) inhabited structures located within a 5.5 mile down-stream channel reach would be subject to substantial damage andS loss of life. Additional property damage would be expected tooccur to state and county roads and briges.
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E. OWNERSHIP: Piney Run Dam is owned and under the authority ofthe Carroll County Commissioners. As a park facility, itsoperation and maintenance are the responsibility of the CarrollCounty Park Commission. All correspondence concerning maintenanceand operation procedures should be directed to Richard Soisson,Park Manager, Piney Run Park, 30 Martz Road, Sykesville, MD21784, phone number (301) 795-3274.
F. PURPOSE OF DAM: The dam was constructed as a multi-purposefacility to provide flood control, water supply, and recreation.
G. DESIGN AND CONSTRUCTION HISTORY: The dam was designed byRummel, Klepper and Kahl Consulting Engineers, Baltimore,Maryland, with the assistance of the Soil Conservation Servicein 1971 and 1972. Piney Run Dam was constructed by Dewey JordanInc. Construction of the dam was started June 26, 1973 andcompleted November 21, 1974.
H. NORMAL OPERATING PROCEDURE: Piney Run Dam normally operates asan uncontrolled structure with the reservoir drain slide gateclosed. Normal pool elevation is maintained at El. 524, thelevel of the uncontrolled weir crest openings of the principalspillway riser.
1.3 PERTINENT DATA
A. DRAINAGE AREA 10.4 sq. mi.
B. DISCHARGE AT DAM FACILITY
Maximum discharge at dam facility Unknown
Maximum ungated spillway channel capacity 19,520 cfs
C. ELEVATION (FEET ABOVE MSL)
.4 Constructed top of dam El. 540.5Spillway channel weir crest El. 532.0Normal pool El. 524.0Maximum tailwater Unknown
J Invert of reservoir drain inlet El. 469.5+
Invert of reservoir drain outlet El. 468.2Streambed at dam centerline El. 467.57Downstream toe of dam El. 467.5+
D. RESERVOIR LENGTH
Length of maximum pool 1.95 mi.
Length of normal pool 1.80 mi.
E. STORAGE CAPACITY
Constructed top of dam 8842 ac.-ft.Spillway channel crest 7400 ac.-ft.Normal pool 6036 ac.-ft.Sediment pool 339 ac.-ft.
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F. RESERVOIR SURFACE
Constructed top of dam 384 acresSpillway crest 340 acresNormal pool 298 acresSediment pool Unknown
G. DAM EMBANKMENT
Type Zoned earthfillLength 624 ft.Height 73 ft.Crest width 22 ft.Side slopes 3H:1VImpervious core YesCore cutoff trench YesGrout curtain Yes -
H. EMERGENCY SPILLWAY CHANNEL
Type Vegetated earthCross section TrapezoidalWidth 250 ft.
$Crest elevation 532 ft.Gate None
Length of channel 682 ft.Side slopes 2. 5H 1V
. REGULATING OUTLETine
Type Concrete dropineriser and 36 in. dia.R. C. outlet pipe
Riser Height 57 ft.Riser Dimensions 3x9 ft. interior dimensionLength of connecting outlet pipe 304 ft.Gate Slide gate located in
principal spillway riser
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SECTION 2ENGINEERING DATA
2.1 DESIGN
A. DATA AVAILABLE: The following available data may be obtainedfrom the Maryland Water Resources Administration.
1. Hydrology and Hydraulics: Design calculations, stage-storage curves, discharge rating curves, and summaries offlood hydrograph results were obtained from Work Plan forthe Piney Run Watershed prepared by Soil ConservationService, and Piney Run Watershed Design Report, prepared byRummel, Klepper & Kahl.
2. Embankment: Design information includes constructiondrawings, filter and chimney drain design calculations,geologic investigation summary, soil laboratory tests,settlement, piping, and stability analyses, and constructionquantity estimates. This information was obtained from thedocuments identified above.
3. Appurtenant Structures: Available information includesEalcu-tio-ns-- or sizing of water supply intake ports andpipe conduits, slide gate design, sizing and structuraldesign of riser structures, design of rate control vault,and construction drawings. This information was obtainedfrom Piney Run Watershed Design Report.
B. DESIGN FEATURES: Dam and appurtenances were designed in accord-ance with Soil Conservation Service, structural classification"C" (high hazard) criteria. Illustrations of principal designfeatures are shown on Plate Nos. 1 through 14.
1. Embankment: The embankment core consists predominantlyof compacted silty clay (CL) and clayey silt (ML), withsome clayey and silty sand (SC-SM). The core extends from5 ft. below dam crest to dam foundation, and is continuouswith the cutoff trench. Embankment core has a base width
4 'of about 23 ft. and the upstream side tapers on a 2V:1Hslope towards the dam centerline.
Upstream and downstream embankment shells are constructed* Vpredominantly of silty sand (SM), with some silty clay (CL)
and gravel (GM). Earthfill for core and shell constructionwas obtained from on-site borrow sources and emergencyspillway excavation. Foundation preparation for placementof fill involved clearing and grubbing all foundationsurfaces.
2. Seepage Drain Systems: According to construction drawings,the cutoff trench has a base width varying between 20 and
* 35 ft. and excavated side slopes of 1H:1V. The cutoff
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trench is extended to grouted rock and is backfilled withcompacted silty clay (CL) and clayey silt (ML) borrow.Fractured and fissured bedrock trench bottoms were treatedwith a dental cement grout.
A chimney drain is located against the downstream side ofthe embankment core. This drain measures 4 ft. wide andextends from 16.5 ft. below the dam crest to the cutofftrench.
Cement grout was used to inject a curtain in the quartziteand schist foundation bedrock. The curtain is located atdam centerline and extends a maximum of 68 ft. below thecutoff trench, and 750 ft. between abutments. Grout lineswere drilled and grouted by the split spacing method, usingthree stage grouting procedures. -
Seepage filter trench drains and outlet drain consist of a1 ft. thick blanket of sand installed around a gravel coresection of varying dimension. Filter trench drains connectinto the outlet drain about 185 ft. downstream of damcenterline. The outlet drain was constructed around the36 in. dia. R.C. outlet pipe. Filter trench drain widthand height dimensions vary from about 2 x 10 ft. to 4 x13 ft. About 275 ft. of 8 in. dia. perforated corrugatedmetal pipe was installed in the top sections of the filtertrench drain and outlet toe drain to facilitate the drainageof seepage water. The outlet filter drain has a base widthof 16 ft., 1H:1V side slopes, and a top width of 9 ft.
3. Flood Discharge Facilities: Details of the principaland emergency spillways, outlet works and water supply
4 12, 13, and 14.
The principal spillway riser operates as an uncontrolleddrop inlet structure. The riser is constructed of reinforcedconcrete and measures 57 ft. in height and 3 x 9 ft. ininterior dimension. Riser weir crest openings are protectedby trash racks comprised of 9 ft. 10 in. long angle ironcross members. A 24 in. dia. reinforced concrete pipeconnects the reservoir drain inlet to the base of thespillway riser and is regulated by a 24 in. slide gatehoused in the spillway riser. A handwheel is used tooperate the gate.
* Principal spillway outlet consists of a 36 in. dia. re-* inforced concrete pipe, constructed with nine (9) anti-seep
collars spaced at intervals of 18 ft. The pipe is supportedby a continuous concrete cradle through the dam embankment.
The outlet pipe end section is supported and connected tothe reinforced concrete inlet wall of the impact stillingbasin. Outlet pipe flow is discharied into the basinbaffle block, through the basin out ets, and into Piney Run.
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The emergency spillway is a natural earth channel excavatedto rock at the right abutment. Channel shape is trapezoidal,with a bottom width of 250 ft. and side slope inclinationsof 2.5H:1V. Upstream spillway channel is approximately302 ft. long on a negative 2 percent slope. The downstreamchannel is approximately 350 ft. long on a positive 2.5percent slope.
2.2 CONSTRUCTION: Based on review of available design documents andfield observations, it may be concluded the dam and appurtenanceswere constructed in general accordance with the intended designdrawings.
2.3 OPERATION: According to Waterway Obstruction Permit Number C1-71-Ob-1,the Commissioners of Carroll County are responsible for the operationof Piney Run Dam.
The principal and emergency spillways are uncontrolled structures,and no performance or operation records are maintained. The onlyoperational feature of these facilities is a mechanical slide gateused to regulate the reservoir drain. The water supply intakestructure has eight (8) intake ports controlled by slide gates.This structure is not in use at the present time. A proposed down-stream water supply pipeline has not yet been constructed.
2.4 EVALUATION
A. AVAILABILITY: Available design information and drawings wereobtained from the Dam Safety Division, Maryland Water ResourcesAdministration.
B. ADEQUACY: The construction drawings and design data providedare reasonably documented and are considered adequate to evaluatethe dam and appurtenant structures in accordance with the scopeof a Phase 1 study. Based on a review of this data, the dam andappurtenant structures are considered to have been designed in
'general conformance with accepted engineering practice.
C. VALIDITY: At this time there is no apparent evidence or reasonto question the validity of the available design information
J and drawings.
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SECTION 3VISUAL INSPECTION
3.1 FINDINGS
A. GENERAL: The on-site reconnaissance of Piney Run Dam consisted
1. Visual observation of the earth embankment, abutments, andspillway channel.
2. Visual observation of exposed portions of the reservoirdrain pipe, principal and water supply intake risers, and
impact stilling basin. -
3. Visual search for hazardous conditions and safety deficien-cies.
4. Stadia survey of relative elevations along the embankmentcrest centerline, spillway and across embankment slopes.
5. Evaluation of the downstream hazard potential.
Visual surveys were performed during periods when reservoirand tailwater were at normal pool levels. An observation checklist and field sketch are given in Appendix A. Specific observa-tions are illustrated in photographs of Appendix C.
B. EMBANKMENT
1. Embankment Surface: Embankment and abutment slopes had adense grass covering and appeared stable. The upstreamembankment slope had a layer of rock riprap extending from4normal pool level to about 13 ft. below dam crest. Shallowdepressions and tire ruts were located on the dam crest andI extended the full embankment length. Tire ruts were alsoworn into the embankment-spillway abutment. Shallow rillerosion was observed on the downstream slope at the rightabutment junction. Field survey measurements indicate theupstream and downstream embankment slopes are inclined
it 3H:1V. Tree and woody shrub growth were observed on theupstream embankment-spil1lway junction.
V2. Wet Zones: Wet zones with ponded water were observedat the downstream embankment toe and approximately 175 ft.and 200 ft. below the dam. The zones were small in surfacearea and had no discernible discharge. These zones arelocated in a topographic low and appear subject to surfacedrainage. Field reconnaissance on July 31, 1980 indicated
* these previously observed wet zones to be relatively dry.
7' 8P ft
C. APPURTENANT STRUCTURES
1. Principal -Spillway Riser: Exposed exterior surfaces of theriser were observed -in good condition with no discernibleevidence of spalling or cracking. Trash rack angle ironcross members also appeared in good condition. Anchorbolts, which secure the top 6 ft. section of the accessladder to the interior riser wal1, were missing. The reservoirdrain slide gate was exercised and found in good operatingcondition.
2. Outlet Works: The impact stilling basin appeared in goodstructural condition. There was no discernible evidence ofspalling or cracking on exposed concrete surfaces. Seepageoutlet drains, exiting from each side wall of the impactbasin, had no discernible discharge. The protective screenfence, located on top the right impact stilling basin sidewall, is damaged.
Stilling basin side walls, rock riprap placed on exitchannel stream banks and the downstream channel bottom, allshowed evidence of a distinct red-brown staining. Thisstaining extended up stilling basin side walls and channelbanks to the "high water mark." Staining was not evidentat the toe drain outlets, nor was it evident on riprapplaced on the upstream slope, or on exposed riser surfaces.
3. Emergency Spillway: Spillway channel bottom and side
slopes____had a dense grass covering and appeared stable.Shallow tire ruts were observed to extend up both spillwayside slopes at the dam centerline. Field survey measurementsindicate side slopes approximate a 2.5H:1V inclination.The downstream spillway channel exits directly into anatural wooded area about 375 ft. from the dam centerline.
0. RESERVOIR AREA: Visual observations and map review indicatethat the imediate reservoir drainage area has gentle to moderateinclined shoreline and slopes. Watershed cover complex consists
j predominantly of cropland, pasture, and forest. Reservoirslopes and shoreline appeared stable, exhibiting no significant
transported into the reservoir from upstream cultivated landduring periods of rainfall.
E. DOWNSTREAM CHANNEL: The immediate downstream channel reach isy cobble lined and has stable side slopes. There were no observed
conditions in the downstream channel that might cause flowobstruction and present hazard to the dam.
Downstream from the dam, Piney Run meanders approximately 5.5 milesin a southeast direction before it forms a confluence with thePatapsco River. Approximately eight (8) inhabited structures
4. are located within this estimated downstream flood plain betweenthe dam and river.
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3.2 EVALUATION
A. EMBANKMENT
1. Embankment Surface: The observed deficiencies, consistingof tire ruts, shallow depressions, tree and woody shrubgrowth, and surface erosion, are surficial in scope and arenot considered significant relative to the overall stab il-ity of the dam. However, these deficiencies should berepaired or corrected as soon as possible. In general, theembankment slopes are adequately maintained and appear ingood condition. The dam crest is assessed in fair condition.
2. Wet Zones: The previously observed wet zones, located atand below the downstream embankment toe, are situated in atopographic low, and are believed attributable to surfacedrainage. Since no active seepage was visually associatedwith these zones and since the zones have subsequently becomedry, the zones are not considered to represent a significanthazard to the dam. However, as a precautionary measure,the areas where wet zones were observed should be periodicallymonitored by the Park Manager to note any change in condi-tions and ascertain the cause of the intermittent pondedwater.
1'B. APPURTENANT STRUCTURES: Surface erosion along emergency spillwayside slopes at dam centerline should be backfilled, mulched, andseeded. Tree and woody shrub growth at the upstream embankment-spillway abutment will require removal. Anchor bolts should bereplaced to secure the principal spillway access ladder to theriser wall. The protective screen fence located on top of theright impact stilling basin side wall needs repair.
In general, principal and water supply intake risers, impactstilling basin and emergency spillway channel appear to be in4 good condition.
The cause and origin of the red-brown staining observed in thedownstream channel and its significance to dam or appurtenant
stability, could not be conclusively established by visualobservation. Since toe drain pipe outlets were dry, thisstaining may indicate that iron enriched seepage water may bepresent a significant hazard to the dam. It is suggested thereservoir be lowered several feet to allow observation of theoutlet pipe to determine if seepage water is entering the pipeand precipitating the red-brown staining. Also, water qualitytests should be performed to estimate pH content and acidity,and an assessment made to evaluate the effect on concretestructures.
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SECTION 4OPERATIONAL FEATURES
4.1 PROCEDURE: Normal operating procedure does not require a dam tender.The reservoir is normally maintained at the level of the uncontrolledriser weir crest openings. The operational features of the daminclude a reservoir drain slide gate and water supply intake portsregulated by slide gates. The reservoir drain slide gate is normallykept closed. The water supply intake riser is not in use at thistime, hence the slide gates are normally closed. Reservoir drain andwater supply slide gates are reportedly exercised annually.
4.2 MAINTENANCE OF DAM: The dam embankment and appurtenant structuresare maintained by the Carroll County Park Commission. Maintenancenormally consists of removing trash and debris, mowing the emergencyspillway channel, applying seed and fertilizer, and repairing erodedsurfaces.
4.3 INSPECTION OF DAM: Formal inspections 'are made annually each Novemberby park personnel and the Soil Conservation Service. Inspectionsgenerally consist of visually examining the dam embankment, appur-tenant structures, reservoir area, outlet channel, and providingrepair recommendations. In addition, the Park Manager normallyinspects and operates the reservoir drain and water supply slidegates about twice each year.
4.4 MAINTENANCE OF OPERATING FACILITIES: The hand operated mechanicalslide gates housed in the principal and water supply intake risersare maintained infrequently. Flow metering devices, located at thedownstream embankment toe, near the impact stilling basin are notin use and are infrequently maintained.
4.5 WARNING SYSTEM: There is no formal warning system or emergencyprocedure to alert or evacuate downstream inhabitants in the event orthreat of a dam failure. However, the Park Manager reports the damis monitored during periods of heavy rainfall and civil defenseauthorities would be contacted in case of an emergency or in theevent the emergency spillway becomes activated.
4.6 EVALUATION: Inspection procedures for the dam embankment and appur-tenances are considered adequate. However, a more thorough main-tenance program is recommended for the slide gates and operatingmechanisms. Also, a formal flood surveillance, warning and evacua-
y tion plan is needed for the protection of downstream inhabitants.
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SECTION 5HYDROLOGY/HYDRAULICS
5.1 EVALUATION OF FEATURES
A. DESIGN DATA: Piney Run Dam has a watershed drainage area ofapproximately 6,678 acres and topographic relief ranging fromEl. 469 to El. 790. Watershed cover complex consistspredominantly of cropland, pasture, and forest, with littlerural development. The dam impounds a 298 acre lake with anestimated normal pool storage volume of 6,036 ac.-ft.
Hydrologic analyses were based on Soil Conservation Servicestructure classification "C" criteria (high hazard).
Fifty year sediment accumulation of 339 ac.-ft. and beneficialstorage of 5,697 ac.-ft. (for water supply and recreation)were used to set the riser crest openings at 16.5 ft. belowthe dam crest (El. 524).
Principal spillway weir crest openings were designed to pass the6 hour, one percent probability storm without activating theemergency spillway.
The hydraulic capacity of the emergency spillway channel isreported to be 19,520 cfs when the reservoir pool is level withthe dam crest (El. 540.5). Spillway capacity was designed topass a flood corresponding to 23.2 inches of runoff in 6 hourswithout overtopping the dam embankment. Top of dam elevationwas based on Soil Conservation Service freeboard hydrographcriteria.
As previously indicated, Piney Run Dam is classified as an* '"intermediate" size, "high" hazard dam. According to guideline
criteria, the required spillway design flood for the dam facilityis the PMF. Soil Conservation Service routing calculationsreportedly indicate emergency spillway capacity is adequate topass 100 percent PMF.
Soil Conservation Service hydrologic/hydraulic design methodsare in accordance with accepted engineering practice.
B. EXPERIENCE DATA: Records are not routinely kept of reservoirI vlevel elevations or rainfall amounts. However, during Hurricane
* Eloise (September 22-26, 1975), 14 inches of rainfall reportedlycaused the lake to rise to El. 532.1, level with the emergency
* spillway crest. Also, Tropical Storm David reportedly raisedthe lake about one foot above normal pool level.
7
I+,12
I *~
C. VISUAL OBSERVATIONS: On the dates of the field reconnaissances, Fno evidence of serious deficiencies were observed that wouldprevent the emergency spillway or principal spillway riser fromfunctioning as designed.
D. OVERTOPPING POTENTIAL: Army Corps of Engineers dam safetycriteria recommends the Probable Maximum Flood (PMF) for "inter-mediate" size, "high" hazard dams. Hydrometeorological ReportNo. 33 indicates the adjusted 6 hour PMF direct rainfall for thesubject site area is 21.5 inches. (Refer to Appendix D.)
Soil Conservation Service design summary indicates dam andemergency spillway are sized to pass a flood corresponding to26.8 inches of direct rainfall (23.17 inches runoff) in 6 hours
without overtopping the dam crest.
Based on this data, it is considered unlikely the dam embankmentwill be overtopped.
E. EMERGENCY SPILLWAY ADEQUACY: The data previously developed,indicates that reservoir storage and spillway hydraulic capacityis adequate to pass 100 percent of the PMF. The dam and spill-way are therefore considered adequate and in accordance withrecommended criteria.
F. DOWNSTREAM CONDITIONS: Downstream of the dam, Piney Run emptiesinto the south branch of the Patapsco River just north ofMarriottsville. In this 5.5 mile channel reach, about eight (8)inhabited structures will be subject to damage and loss of lifein the event of a dam failure.
The downstream channel has a natural gradient of approximately0.7 percent and a width varying from 6 to 40 feet. Channelbanks have dense grass and tree cover and in general appearedstable.
I
) 13
* "--.- - ...- , li--.. - ~"Ad N._
SETO 6
STRUCTURAL STAB IL ITY
6.1 EVALUATION OF STRUCTURAL STABILITY
A. VISUAL OBSERVATIONS
1. Embankment: Surficial embankment deficiencies and wetzones identified in Sections 3.1-B1 and B2 are not consideredto have a significant affect on dam stability. However, asa precautionary measure, the areas where wet zones werepreviously observed should be periodically monitored by thePark Manager to note any change in condition and ascertainthe cause of the intermittent ponded water.
In general, the structural condition of the dam embankmentis assessed as good at the present time.
2. Appurtenant Structures: Visual observations of the principalspillway, water supply intake, emergency spillway, andimpact stilling basin structures did not reveal evidence ofstructural distress that would significantly affect hydraulicperformance or dam stability at this time.
B. DESIGN AND CONSTRUCTION DATA
1. Subsurface Exploration: The geological and subsurfaceinvestigation of thfe dcam site and borrow areas includedtwenty-four (24) power auger holes, fifteen (15) test pits,and five (5) bucket auger holes. Refer to Plate No. 2 forlocat ions. %
In general, geologic investigation indicated the predominantpresence of residual soils, composed mostly of silts and.4 clays of low plasticity. These soils ranged from five (5)to six (6) feet deep, covering highly weathered mica schistranging in thickness from ten (10) to forty (40) feet.
2. Laboratory Testin : Classification, compacted dry density,I and shear strengt tests were performed on selected samplesof foundation and proposed borrow soils. Soil samples wereobtained by split-spoon and Shelby tube samplers and from
test pit excavations.
soils are predominant at the dam site. Standard proctortest on SM-SC soil yielded a maximum dry density of 113.3 pcfand an optimum moisture content of 15.5 percent. Soilsof this type were used in the construction of embankment Ishells.
L 4' Consolidated undrained triaxial tests were performed tofr estimate the shear strength of compacted borrow soils.
14
poA
Test results from six (6) triaxial tests indicated total
stress friction angle and cohesion values to range from 22*to 29° and 430 psf to 1,320 psf, respectively. An uncon-solidated undrained triaxial shear test of dam foundationsoil yielded a friction angle value of zero and a cohesionintercept of 1,010 psf.
3. Slope Stability Analysis: Slope stability of upstreamand downstream embankment slopes was evaluated using theSwedish Circular Arc Method. The analyses considered a
70 ft. high zoned earthfill embankment with 3H:IV sideslopes, overlying bedrock. The lowest factor of safetyagainst shear failure was reported to be 2.06 for asteady-state seepage condition of the downstream slope, and1.65 for normal pool condition of the upstream slope. Thesteady-state phreatic surface used in the above analysissloped from normal pool level to the downstream embankmenttoe. Earthquake and rapid drawdown conditions were notconsidered.
4. Seepage Analysis: Analyses were made of embankment andtoundation soils'to estimate expected seepage flows undernormal pool conditions. Calculations indicate expectedseepage losses of about 12,000 cfd and 6,000 cfd throughthe dam foundation and embankment, respectively.
Adequacy of chimney and filter trench drains was evaluatedusing flow nets and the Darcy flow equation. Drain dimen-sions were sized to provide 2.5 times the expected seepageflow capacity.
5. Stability Aainst Piping: Embankment soils were evaluated
for stability against piping using filter criteria fromNavdocks DM-7 and the Soil Conservation Service. The studyindicated the embankment core soils are stable againstpiping into embankment shell soils.
6. Observation Wells: A total of thirteen (13) observationwells are installed in the left abutment, dam embankmentand emergency spillway channel. The purpose of the wells isto monitor the effectiveness of the cutoff trench and groutcurtain, and to monitor ground water conditions in the left
Ik abutment. Observation wells are extended into bedrock andhave been periodically monitored since the reservoir wasinitially filled.
V In general, observation wells show expected long termsteady-state water elevations. However, observation well#7, located upstream of the cutoff trench and grout curtain,is showing a slow rise in static water level.
C. OPERATING RECORDS: Operating records are not routinely maintainedat the dam facility. However, the structural stability of thedam embankment and appurtenant structures is not considered tobe affected by the operation of the reservoir drain or watersupply intake slide gates.
15
-flaw i
D. POST-CONSTRUCTION CHANGES: In 1978, a leak developed in thewater supply pipe located near the flow meter vault. Leakingpipe sections were removed and replaced with new pipe.
E. SEISMIC STABILITY: Based on available static slope stabilitydata, visual observations, and the past performance history ofthe dam, the static stability of the embankment slopes isconsidered to be adequate.
According to guideline criteria, Piney Run Dam is located in aSeismic Zone 1 area (low seismic probability). Based upon thislow seismic probability, available slope stability data and therecommended criteria for evaluating the seismic stability ofdams, the seismic stability of the embankment is presumed to beadequate under these earthquake conditions.
I1
I
!
* I
I.
)Z : 16
i .k _v
SECTION 7ASSESSMENT AND RECOMMENDATIONS
7.1 DAM ASSESSMENT
A. EVALUATION
1. Embankment: The observed deficiencies presented inSection T72A are surficial in scope and are not consideredto represent significant hazard to dam stability. However,repairs or corrections should be made as necessary.Periodic observation of areas where wet zones were observedis advised to ascertain cause of ponded water. In general,visual observations indicate the dam slopes are adequatelymaintained and in good condition. The dam crest is consideredto be in fair condition.
2. Appurtenant Structures: Tree and woody shrub growth at theupstream embankment-spillway abutment will require removal.Eroded tire ruts on emergency-spillway side slopes are inneed of repair. Also, anchor bolts are needed to properlysecure the top 6 ft. section of the principal spillwayaccess ladder to the riser wall. The protective screenfence, located on top the right impact stilling basin side
wall, also needs repair.In general, the condition of the emergency spillway andappurtenances is assessed as good.
The cause and significance of the red-brown stainingobserved in the downstream channel could not be conclusivelyestablished by visual observatiot. Additional studies arerecommended (refer to Section 3.2-B), which can be performedby the dam owner, to evaluate the cause, origin and signi-ficance of the staining.
3. Overtopping Potential: Army Corps of Engineers dam safety'I criteria recommends a PMF spillway design flood for "inter-
mediate" size, "high" hazard dams. Hydrologic/hydraulicrouting calculations reportedly indicate the dam can passthe PMF (100 percent) without overtopping the dam embankment.
4. Spillway Adequacy: Based on the above data, emergencyspillway capacity is assessed adequate and in accordancewith recommended guideline criteria.
B. ADEQUACY OF INFORMATION: The design drawings and reportsavailable for this review were of sufficient detail to adequatelyconduct a Phase 1 study.
C. NECESSITY FOR FURTHER INVESTIGATION: The dam owner shouldinvestigate the cause, origin and significance of the red-brownstaining observed in the downstream channel. (Refer to Sec-tion 3.2-B.)
17
D. URGENCY: Although there is no urgency in instituting theremedial measures recommended below, these measures should beaccomplished as soon as possible.
7.2. RECOMMENDATIONS: The following recommendations are presented basedon the data obtained:
A. DAM AND APPURTENANT STRUCTURES
1. Investigate cause, origin and significance of the red-brownstaining observed in the downstream channel.
2. Repair, mulch and seed surface erosion and depressions onembankment crest, slopes, right abutment and spillwaychannel.
3. Remove tree and woody shrub growth from upstream embankment-spillway abutment.
4. Install anchor bolts and secure principal spillway accessladder to riser wall.
5. Repair the protective screen fence located on top the rightimpact stilling basin side wall.
B. OPERATION AND MAINTENANCE PROCEDURES
1. Develop a formal flood surveillance and warning plan.Plan to include, but not limited to, the following:
a) Surveillance: Arourid-the-clock surveillance ofemergency spillway channel discharge during periods ofunusually heavy rainfall.
b) Warning System: Formal warning procedures to alertdownstream residents in the event of expected highflood flows.
c) Evacuation Plans: Adequate emergency contingencyplans to evacuate downstream residents in the event orthreat of a dam failure.
2. Periodically observe areas where wet zones were encountered,as a precautionary measure. Note any change in conditionsand ascertain cause of intermittent ponded water.
~18
4
APPENDIX A
VISUAL OBSERVATIONS CHECK LIST AND FIELD SKETCH
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APPENDIX B
CHECK LISTENGINEERING DATA
DESIGN, CONSTRUCTION, OPERATIONPHASE 1
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PHOTOGRAPHS
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APPENDIX D
HYDROLOGIC AND HYDRAULICENGINEERING DATA
HYDROLOGIC AND HYDRAULIC 1ENGINEERING DATA
DRAINAGE AREA CHARACTERISTICS: Watershed cover complex consists predomi-
nantly of cropland, pasture, and forest, with little rural development.
ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 524.0 ft. (6036 ac.-ft.)
ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): 540.5 ft. (8842 ac.-f.
ELEVATION MAXIMUM DESIGN POOL: 540.5 ft.
ELEVATION TOP DAM: 540.5 ft. -
EMERGENCY SPILLWAY
a. Elevation -Control crest at El. 532.0b. Type Vegetated earth channel, trapezoidal in shapeC. Width 250 ft.d. Length 682 ft.e. Location Right abutmentf. Number and Type of Gates None
OUTLET WORKS
a. Type 36 in. dia. R.C. pipeb. Location _____________________________C. Entrance Invert El. 469.5 ±d. Exit Invert El. 468.2 ±e. Emergency DrawonFclte adoeae 4i.da slide
gate housed in principal spillway riser.
HYDROMETEOROLOGICAL GAGES
a. Type Nonejb. Location None
wC. Records None
MAXIMUM NON-DAMAGING DISCHARGE Unknown
D-1
*;00
PINEY RUN DAMHYDROLOGY REVIEW
Determine rainfall amount for PMF spillway design flood.
A. PMF rainfall for Carroll County, Maryland
Approximately, 23.9 in./24 hr.
Rainfall obtained from Hydrometeorological Report No. 33.Based on 200 sq. mi. watershed.
B. Adjust rainfall for 6 hr. duration
Watershed area = 10.73 sq. mi.
Dam site located in Zone 6, therefore
23.9 in./24 hr. x 112% = 26.8 in./6 hr.
Adjustment factor obtained from Depth-Area'Duration Relation-ships, Hydrometeorological Report No. 33.
r. Adjust rainfall for drainage area.
Reduction factor = 0.8 (for watershed areas 10 sq. mi. or less)
Therefore, adjusted PMF rainfall =
0.8 x 26.8 in./6 hr. = 21.44 in./6 hr.
Say, 21.5 in./6 hr.
1
- £ -
, O-2
4i
HYDROLOGICAL DATA SHEET FROM
PINEY RUN WATERSHED WORK PLAN
ITE2I UIMIT TOTAL
Class of Structure C
Drainage Area Sq. ii. 10.43
Curve No. (1 Day) (ACII) 75
Tc Urs. 3.5
Elevation Top of Dam Ft. MSL 540.5
Elevation Crest of Emergency Spillway Ft. IISL 532.0
Elevation Crest of Single Stage Ft. HSL 524.0
laximum Height of Dam Ft. 73
Volume of Fill Cu. Yds. 180,000
Total Capacity Ac. Ft. 8,842
Sediment Submerged Ac. Ft. 303
Sediment Aerated Ac. Ft. 36
Beneficial Use (W.S. & Rec.) Ac. Ft. 5,697
Water Supply Ac. Ft. 3,357
Recreation Ac. Ft. 2,340
Retarding Ac. Ft. 2,806
Surface AreaSediment Pool Acres 55
Beneficial Pool (W.S. & Rec.) Acres 298
Water Supply Acres 298
Recreation Acres 146
Retarding Pool Acres 384
Principal SpillwayRainfall Volume (Areal) 1 Day) Inches 7.2
Painfall Volume (Areal) 10 Day) Inches 12.0
Runoff Vol. (10 Day) Inches 6.26
Capacity Sifrgle Stage (i4ax.) cfs. - 209
Frequency Operation - Emer. Spillway % Chance 1
Size of Conduit Dim. 36"0
Emergency Spillway4 Rainfall Vol. (ESH) (Areal) Inches 10.8
Runoff Vol. (ESH) Inches 7.63
Type Vegetated
Bottom Width Ft. 250
Velocity of Floxi (Ve) Ft./Sec. 6.0
Slope of Exit Channel Ft./Ft. .025
Maximum Water Surface Elevation Ft. 14SL 534.0
FreeboardRainfall Vol. (F) (Areal) Inches 26.8
y Runoff Vol. (PH) Inches 23.17
Maximum Water Surface Elevation Ft. HSL 540.5
Capacity EquivalentsSediment Volume Inches 0.60
Retarding Volume Inches 5.05
-3February, 1968
D
D-3~- -
By-- ----- D TSHEET NO..... __OFCHK o. ?Y ------ DATE ----. __--- ---- . . . . no. _- .
---- -a -= , -4 ,cz - -- c o L -- , --- --- - J B . s...0 il,, s
o •~ ' A ..- . f 6..S - .o oa
| fLr - 4.8 2. 3 .0 I2 .15 7Z7 2. . .' .a "
JO~~~jr.~~(7y 15. 07 p.I 1OZ 2.
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2,.- 22.3 (oz47 /8,+o° .
* 0.6k. 3.6 115..
01 . 5 S
, /RUMMEL, KLEPPER & KAHL
i ~DESIGN CALCULATION SUMMARY" SHEET-""
&D-4 "" 7
2 7 *:!"---_ ,
By_--------DATE./'//d SUJC - 2 ------- !SHECT NO.------- _Of
CH D Y--- -D T - - - - - - -- - -- - - - - - - - - - - -- - - JOB N .C Z :.~
(t)Ah/i cf L, -/aj S-0 (o SOr lr- \34v-,%
0. I ~ c Ad- A~ w(t& (d a
3 4,- 04 a
RUMMEL, KLEPPER & KAH4L
* DESIGN DATA
D- 5
t V1
APPENDIX E
LOCATION PLAN AND PLATES
.4
III
I.
J 4' ,
~1~
A 6'I- '-~----~~- - -
bI-
.11
1 SCALDAM 24OO
* CONULTIG ENGNINGOWO. NO. ' I WNSTIREM.
6 AADAE A
MITCH LINE I '
APF CYTt.''-
AREA d
r,
/ N(%4&.
\ K ~K7:
Jk/
CLE '. AC-JA , irsSOMS. IiILAI A.
ES uT OIb L ( O r T" V t4. DS. E'I I~~
*~~"5OS -EL. - *-*,..
&.. W----- '. - -- -______-_-'__
- j
I Al
AL
f t
5 - ~-~~- 80-'-,-./
- ;t. A- ~DA'SITE AM( RESERVOIR AREA
1EYRU4 NATERSMEDCARROLL COUNTY M4ARYLAND
u v, s, DEPARTMNT OF AGRICULTURESOIL CONSERVATION SERVICE
...... ..... ........L--- --~ ------ --LKL PPE 6 X A M ...... . .. ..... ..-, ....
- .71
A A
W.t~T 0 Ate4)4) a
0-1EENO TT
C .k To
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,-
D. .9
0A 0
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C) ~ A M PLLW AY /T jT r a t otN
1 1 0. 5 -. _; II
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NTUg.S
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ow~e IT? s
NOTESN SC.1*1.1F
r E bf1 s Osc,.T .LGNI .~ W & - -S ~l- Q
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W 6,.40"or *l-.t ~ QLOA&~K
0
o,-V PIPE3
0
/ I
N' %--, . /?+
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2' j-" " *,, '"
'* I I ,/
.110
/ DAM PLAN. GEOLOGIC INVESTIGATION LAYOUTAND OUTLET CHANLa DETAILS
PINEY RUN WATERSHED
CARhLL cONTY. HARYLAND
U. S. DEPARTMENT OF AGRICULTURESOIL CONSERVATION SERVICE
OUTLET CHANNEL I . .. ....... ... .......................
5CrION A-A RUMMEL, KLEPPER B KAHL .... . ,...........SCONSU.LTI.G EN G IN EERS. . ...... .,-- .....
5 o . -fl-
PLATE NO. 2
--. b-- ..~- k . :____.. .. __ .
- ..
Ik
I
-. -I ______ *4).e*t E4 )o~r. ..A
4O8, X1
~.ccA -
, z b,/ -..
T W - N x-. . FF - - M T --O
J
I ~ lieVL 9fGf Wef . f, 1.6o We .. Ow,
f~.SCO tdC' ItCIS.I T *CMCC.
'Cfl.,AIJN vbS v rt - Ivs BE t- ,-.~ C .k.. .C,.tM CI ~ ct.C
",UP ti -N . -
\ \f.~ ~ .f %. T'* '
7&,
I L . A I-
>5--~~T pt- LXC N 'L''
fYIA A OEADTP
NO 4AL1
/ E AIX~4J4
tEO MAP'- TEPO t etJTA-0 TRATENT .tJtt-
*'.. -- 1-. .&A h ~ e
L.. -. E.lsem 6- t*.
C ta' O(A~fAAA'4 rrct SCAVR~OT ANTC OEtEia.'c Ntf R4 rSI- AN-C TOP01 7.C *.N e
.:RAfMC -- AE I T -( EA. AL -.. fl't'. er-Eb
fl _ OF( A'L0 TTt ... I r*z~"C~~f 'T t "Let-Af ~ t' . fR(' RNt W-RM 'i A'- E'!. A-e-A '.15 US'O'C d.txr T OfL OSS
.& .- ~s -0. (',I.a .0 - .. t-. C W3 OFjt. A1C OF4" 0CpA.R S r.&, &6nsj.,((~ AJ~~ o 'f 'weJ IECa*J L 4.Lt RAL4~ tCCf.R.4.a~ robC-L t1u.g"* CASAf C.Aq
*C,.& M e#_'taf tpt&(A -C ml E-" S .&SLSC .. toRA.Tls. h%. ~COPA4-4NJ 5TStL~ cANOVIDEL0 "A C' .A1fT VEGETATIVE5 TfffL P R EATE N T 0 ROSIO TND0tw" oin uL:I
4 NEEfA. 0$AG Dr.LA 0ItAk.iC 0.TtOS 1. ALIJ'fC C.NAY' "'rCRN~E r~r
Ff".5"... -SE POLLUTIONEC CONRO PLAN ( DETAILSt __At ^c-. ,A W"sc - 9'-C. 510~N.9St .AL ft tlt 1).RI ACtGLJN' E 5
t3
000). ATRL. t .Efr~c~51
5Tk-CU --- ~l "A,t _O e,. wE U.i AS. DEP RT EN OF GRCUL URa, FSAP ITCI,0E SEC-CT9S STL-tfr PSOIL CONSERV ATOSE RV C
* ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ l" . .. -a ...* ..... ........ RL.aft P. ~..'*..A.TN'A,.C i ltS~4
-l 87- AA.i RUMM EL, KLE PE KAHLE -. ................. .4.,PLCM.tC I t CIT RL
N . . .. . .L'E N AO.N EEi. ...... ..
PLAT NO e '
S&J'ING NGINERS R O''5A
,~~Rm
-V .-.
CUTOFF T2E~iCH EXCATION CUTOFF eEN~CH EXCAVATION
*oox'tO .30 To ' 9-O 4P ROO. STA 2,0OTO ,30 C 910 70 .!k
N C -NO SC A6E
80-t' OF~ CIT09. GSO.,w
j &/TO;~C ,F TtIc M ~ TcI E T
o 0 0 S
7 T II A
T 7 ---,-,,- - - - - -
S1 ;
I ,
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ft u 03I jJ 1 -
I I ILT i
+s - - - - - -
' t M h4Z){ Ai r- -- IAl
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if
.11~ + i1 t ' -'Lj M' -iDW/
1f
0~~~ doo mi w l o I P N
At
I .- ;x W ,-_ _
~~ ,VAV!R SuPv('
E1CA ,ATiON flPILA SECTI T(PICAL SECTIONXC 6A~ 'a %s 1*0' W4A~t S~ PIPE in,! 100
SCLso c."* NoorL
PL.CCMEJT
PROFLE LONGCENEA.LIEr
OF EMEeEJCY SPLLWAY
o oo o0Vo
-4Aj
- -- - -
44
OI C.~ L ES.~ d~
-E b .. Ol VI -E O; AV TOCEA
- PACEV ( 7Eu TC) 'S -TV 1 CO ED
STAGE PAC VEe-SCHEMATIC
-TYPICAL HEDEe APRAWEMF-T5
TYPK(AL NJIP; LE 5EVrTOICFOk GROW' OQ E O(DATO ,OES
.0 5L.,E
TT o- -
SE DWI i IZIG
1 II.. <T6i+ nQfih d~iI~I G -4-- --
-'7 --- 4--
.2
bO t LAYE -tar LAYER5- ~GRE6ATER A.0 CAC~s
G.~c --w ~e CL-C 8 52.A.ED
hoC' '"T aIONt '1aCA.IRCED y
SCHEMATIC 5ECflOJ P~ePEOCL)LAe TO DANA CfE4'T7tE7 'I )I'.-E 5E_~C D~JTAL TREAThIEUIT OF SOFT LAYERS CACKS
'2'WOu I CY xLaORATOSZV '-DES .0 9S&NO "-,E
.A .~ E .~ . --- - - - -
31' C&FSTqAVOC$ 20---
a a
fl0Te~ TOF . .. .GMT~IN PLANS PRCF~IES AM~ DETAILS
PINEY RLJ4 WATERM~ICAWM(L CW"TY MARYLAND
U.S. DEPARTMENT OF AGRICULTURE
. .. . . .. . . L
-~ ...................I
PLATE NO. 5
S-.E"
*".. ~.E.,' 'Ct
'Ekc IE-. - t -If -
Q~~k- ILI -- v
7 - *16..
-- -. ?? 4 -- *4 ce0
A"Ic-~" -_____ 94
I"- I-- 4 -w. "-- -44 !-,20 Lb4 44D - - , "I) 4- .
4 - i . .. "B . . ... . ... 44 -- , i . . ... . ... .. . ..... L 0 #'41 *5 4 /t 4' .I
€_ ~~~ ~' ..... ' -TT- k. 7 ........ 4,4*- - -... .. . . . (If ...... ..4.
T .-.. 4..
E,49 C ET 4~
" ~T- kA-' 5EI L ELVT~l
. II .. JI4,1 44L44.TA(L
-Ji,7,,,-. 1171 l 4l...ILIA P OFI E ZW
RPE --TE L O "tTCTO (If.TETOTAL
C .--
- ~~~- p 4.c 0,.
rEZt L - .. -. 1DL ,A i
...... ,- _-,A, A=_:,, U.S.-k DE AR ME T F GRCET:
ME'4,4 444Ie,,
FILTERCLOTH__ 4.00W r 3
SOIL CONSERVATION SERVICE
RUMMEL, Kt.EPPER B KAHL .. =. .
PLATE NO. 6 CARROL CONTY. YLAN
WATEh: 5k)PPLvI. ?A k -
s me* -
-1AEMA. '
0 E w,tP
-Oo LPOT T
- ~~ EA 'ILL*"~ a~
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a,-l .-- Cs' IU LIarTL L5 "Ffls Cc4;(
1: _ _- E -~ -l -_ _ _ _-I
EL bET-- I& U)J U-TECJ~
I~.. PILL c-Tesl DsL C tabV o . j c- fo IMbS .b T lB"'$.
ElA~. w.-u.CP ST E C.. .7 Lt . B.E F a& - L,~ Jb ..
'IE ta-ifl CL1--- ILCAC~t a Mt.aC - -
a.. 2 I."s' ATC.1. -- Ek 3E~vqE _-.r* ~ Up.1 ktTJiAL u,~ art,. BNt *O CA
(LC ~ ~ ~ ~ ~ ~ S-C Z;iEC t~- ~Et0bia
T,'PICAL cEMM AjeMEkjr LETIOKj
50 !Cmt.(
SWP
S..,
-cw- .o59~5 6400 4 . 6,C
VVATE 50PPV CosiOulT - 5J-'EC, 415 - -6-.
Z 4
I 0 kc-ot tcJCrfE NATm t . taw
S 51, . .t4* f 5 .l. .6' A. CAST TU FI-M f D.e.GE wfU ~ ~ 5 4a400
4 M- W LtW %,I '#.A.tA 5NWU0 FUOI&E n110 cTr Wit 116-0 4"0'A .At' 1C, E .-.0 W '." 0#0J 40=S LE0 05 rED A 12w 6~~- - PkL S.l E00 -E. -0. 535 INA T 94U1 550 i EAO ' 0
1' -S.C I fi0 951 4. 5Cl. ! '0 .. 19004.
SLSI 054 It. .. e 04 OW La ER;5=- S%
.0 .. c. NlE -ICO -o>. III 011-I'Of 0102514 (-AA 492 ~ ~ o-, ' _ .4 5.' - Tk00. t14,-1 w.br 504e. O5. 54Et.Zem
- - - C,...4Tts& To54 01-. *.Jrt 001& (4. S51( P1W 3a c AmS.
Vt *~.0'~l~t40..9S
-' -~ - - - -
Wi-A ' '.i.J PIPE&-55'
. . ..~ .s...r 3,1c...4 01
41* LC4.,.IIF 7~~~4-* 44: 4... 4, e...4.CAtST EEL FLAMNf.
c.44AS.C< S . &4 .,4.u EL
* 1~S eEtD'. -. 4... . 44TS .5-.N' C.. (0..5..
L. 4 5ECTI*JAAL ELEAT1OJ
A-AELEVAT71I.J
CAST STEEL FLAt4GE OUTLET
AMC)D ISHED BELL aX7LHIEA DETAJLS
NO ScALk
WATER SMJPLY PIPE PROFILEAND ENNENT CROSS SECTIONI
PINEY fM WATERMECARROLL CMJiiV- MARYLAND
U. S. DEPARTMENT OF AGRICULTURESOIL CONSERVATION SERVICE
... ... ... ... ... ...
RUMMEL. KLEPPER 8 KAHL ............................r . . . .. . . .. .. .
CONSULTING ENGINEERIS '"" I.**
BAL~M~(445144 ,.....11 SCS-MD-ASS-P
PLATE NO. 7
-- ". 4.
I - 1 ~ -A _
4..~ ... -- Kj , I- 1j~____I ~ ~ *'.s...:- --
_______________ ~
K-,0]I N SECTA
A- , 'AA~NOA A.'
/ 1£ 7' .4 r.~j.-.
4 *----- -- I.i I -
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- -ILE, -cc
u i- --u e
IUL
- Jk L E(_TlOr -4-H
T .Ev >f.
LAL
a DA 3 It /6 -
e ~ AP- A U0 ME)E AL
DRAINAGE
5 .L /W UAO EAIL
CAR~ftI COUNTY 14ARYLANE1
i U S. DEPARTMENT OF AGRICULTUREO~ ~ SOIL CONSERVATION SERVICE
-. RUMMEL, K(LEPPER 8 KAHL .. 4-
CO4NbUTING tNGINES 2 ND _
I ~ ~ I 1*'AL PLATE NO. 8
A14 L~AC(CE5 5 MAWtOLF FOR
- EL.152b 17- TT ,
E 1 6 2 4 . .
L.~ STEM GU1OEBVKET5)~(NUMBE PARECOMMENDED ~SLUICE CATEMANUFACTURER.) ___
r- EL 51.0b
'0*
DE AI -'D I~t j W. .5TI1.LAT
b' COU TR IO* C I
- 4-
5ECIO CTIUO5 TW!
4; J 0
b
*IIn
4'
FOR (RASYTIIdk
D'MF 6N6-S13
E bEA n-'Q
EL l~Tow CTONA
I LOCATIO44IMEN- I
~~1 - I ~ T 5O S U LIT EOIPi-
-~ - ENT FUR4ISWED. I
'91 -- ACCESS MANHOLE
_LW TOP PLAN
~~xiii~JM DE~__ .TAILS SEELAHWET N, zs
100
SECTION C-C mR ccrAL5 5ff -Iv hP 28.
-RDA
OCTION. AA
PLATE N.9
5 SYMMETRICAL ABOUT j.
K'io cl
0 2 4
FRONJT ELEVATION~ VIEW 51DE ELEVATION VIEW
5/sDiA L'BOLTTHREADED PORTION3'EACW END- ~ - I -
a-YeDIA PIPE SLEEVE
-TWAS HER
GRATING OR I iI--
7" OR GRATIlN G ~~SNU~tASRR 5' FOR AN&LE IRON
0L0 BOLT DETAIL ANGLE IRON DETAILNOT TO SCALE NOT TO SCALE
TRASH RACK DETAILS V4%&rSTEL PLA7E . JT
SPLICES SMALL BE EITHER.BUTT WELDED
2. LAPPED V' AND BOLTEDLAPPED 5"AND FILLET WELDED
BILL OF MATERIAL $ED- ATION ITEM ISIZE LENGTH QIJANTIl
TRASH ANGLE IRON vSweW-0 I-OJL
RACK 4 1*5 WIT/TYPE 2 NUTS4 WASHER 51Ii QIA. V-14' 32709 Of GALV. PIPE SLEEVE Vr VIA. 110- 32RISFR CRATINC, t 8 1 Z7*7x'Vg 3J
* BORDEN TYPE W/B OR EQUIVALENT
NOTE: BEARING BARS OF GRATING ARE PARALLEL TO LONGI-j *TUDINAL AXIIS I *
EN'TIRE TRASH RACK AND TOP GRATE T0 BE GALVANIZEDIN ACCORDANCE WITH SPEC. 113.
ATIERIAL IN TRAS .H RACK SHALL CONFORM TO SPEC. 117. PLATECONJSTR. JOINT
.7C.RAK
1Cp~m4K OPEPRED =4
kt KECOMMANDEI
570A ENGUIDE JC9-joT W UT EQIPMT~
SIDE -ELEVATION VIFW
~ YEWALL
____t& MOLE E
-TETAiLs. AIEET Z5
ELEVATION VIEW SECTION VIEW
TYPICAL 5LIDEF GATE DETAILN-OT TO 5CALE
IrON DETAIL
Y.&; 5TE F'I-rE, PA
-ON~TINJOU5 TNRU CZ0N5TRjT.I PLICES SHALL BE EITHER:
BUTT WELDED)
2LAPPED 5 AND FILLTLEDI LAPPED 5 AND FILLET ED
5FQCTION A-AMAIW.HOLE A)AE PITAiL
UO SCALE
RISER STRuICTURE
J TRASH RACK ANDI SLIDE GATE DETAILS
PIN E R ATERME
Zj- CARROLL CINTY. MARYLAND
U. S. DEPARTMENT OF AGRICULTURE*SOIL CONSERV ATION SERVICE
PLATE **-
CNS JOINT RUMMEL, K~LEPPER B KAHL .~t . . . .
ME. PTLAC I...'13.- MDu.- A85-1P
PLATE NO. 10
RESERVOIR DRAIN TRASH RACK BILL OF MATERIALS 4 /
,,,, *-- i, - . i Slot
Anchor Sot ' ,o 1 D ." a 0 4
CONSTRUCTION DETAILS . -I Material in rese r tro, 0 rock sholl conform to ,
Spec 581 for struclurol steel _Anchor Bait
2 Tresh rock to be golvaooud in OccordOnce with Spec 582. ISOMETRIC
TRASH RACK
' Anchor Bolt
L1Lc- 0*
'J2" 0-' DETAIL A
ANCHOR BOLTosto 0 2t6,~ 0*" e lss 302 o,
303 t" .... .. . .--.
PLAN
SECTION 80
3 Layers of hooevy, smooth
$Urfoc0, oOphoIt treatodRoofing FIt, 55 Iks. per 2q
o oS .In Il i'i [d"Anl - .oroBolt
LI-
! 4' " l(
UPSTREAM ELEVATION SECTION ALONG CENTERLINE SECTION A A
REINF CONCRETE RESERVOIR DRAIN INLET
(CLASS 4000 CONC.1
/7
S .... .-...- w -w
wi-T
BAR TYPES RESERVOIR DRAIN STEEL SCHEDULE
4D-IT 5' 5 -9- 2 ' -1 3- 71 29 75S2 4 4 9'- 5" 19 6'- W -9 4" 37 67
D0 3 2 4 0" 19 6"I 1"'- 16 00'D-4 2 -4 22 4-9' 3-10 e-1' is 61?
,,- 5 2 4 5 '-0 22 1 -33" V -I Or-6 ' 1 1 6 ? '0 6 2 4 2 "'II 21 L2 0e 9 2 86'
07 2 4 2 i--1 2 1 -2 ' 4-0" 3-7' 23 2 3 't -- _- 4--- 2,- " -91- oo'00
08 D D-9 4 4 2-9" I 1o.00'An9,Bl 0-90 4 ; ; 113.00,D S e t 0eDo1i 1- - 9900'
A ~~~ISOMETRIC ID 4 6 I___--c , - -,-i - - - _z-"
0SM rI 612 4 4 5-5" 2i1 2-f 2,6" 2 .7-13o4 4 6g" 21 2 '-" 33 24 00'
C D-14 4 4 5'-0" 21 2'-9" 2'-3 20 00'L-- , T . , 1 ',5 4 3 4 3 6 - - 0 5 0 '
K OUANTI TIES (This Sheet Only)JACK SEEL
No 4 Bar 2666 _ .I TO Lb$
-
40
SECTION 8
3 Layers of h4 0v0
mooth
Surface. asSoholt treatedROOfing Felt, 55 lb)I per ea
ICARR ALL COUNTY MARYLAND
RESERVOIR DRAIN INLET DETAILSU. S. DEPARTPAENTr OF AGRICULTURE• £ .$EC ON , A SECTION C C SOIL CONSERVATION SERVICE
::i i'-
RESERVIC DRI ..
4000 ~ SCTO BBC......
1,110....... ...~llO~@
. ...... 9ThCS-MD_483_
RE~PAT ERVRA NNE
4000~~~~~ VOC I-9SC-.-8-
-,dhPLAT ses,.11
o.g
old yrC
W, 15.6 I
f-7
-- - - - - - -
Co ceuc.l ---- --- ---
DOWNSTREAM ELEVATION SECTO
_ l.~d CAj 5toel Andl 0I,0 P-ojec1i
I~ -I
WA I .n,_c REslc
.P;PEr -
I InIa S E C T IO N ..- 7.
NOT TO SCALE
EANMNDRI IL SECTION THROUGH-ATER SUPPLY 1*5 /0AOT1-6/PP -7tNO
\l
:/ PLAN PANJCTO
m~ *,A NOT TO SCALE-. OleI
STANDARD IMPACT BASIN 10 5 I
olSrof CONSTANTS V, .4000 pg. f. -1600 08. SCALE I" FEET
fe* -*2.000 P". CARL RONDE EXCEPT AS NOTED RUMMEL, KLEPPER 8 KAH4LSvb"ARD DRAINING NO0 ES -4155 CmII.. E-s.w CONSLTINGE MARYLAND
IIISI 0 ISHECT I OF B 6S4 R.4ge.o" Rd LO o-.WOFSLIO~.MNLN
'2 f.o,,! 1 1, -O-4
n q - -- - - - - - - - - - - - -
4f~~r -- c~
SECTION ON CENTERLINE
Coac,,,.~~~~ftp- #,W I- W-~ *-Awl*-----------
+" '" + ' N.I ' .. . ..- ,, Amop .Wl
A 3
- F~eld Cut 5tect A,,d Onci P-ojacC1-
-. 'e ,. w.,. Co:r',- cro6/c Abu$, Only
INISECTION. "1" CONSTRUCTION JOINT DETAILS
'A\ ,-, N OT TO SCALE
"I[ L NOT To SCALE .... 2 .
SECTION THROUGH DRAIN 8 FILTER
NOT TO SCAifN T O S¢ LEQUANTITIES
\A
A~wm~(~Wft M'. ". %- 0c2 .f
-.. aer th 30*=t¢.Ori 0r so e p
m to scout coto £A° U. S~. DEATMN OF. AGIUTR
~I SOIL CONSERVATION SERVICE
~c(T ' aS NO~t / RUMMEL, KLEPPER 8 KAHI . .......... .. ...............
CONSULTING ENGINEERS eI .. ......... . . - '' ......
SALTIM I, .-- LkNO IISOMETRIC VEW ,"" .....--. SCS M O4 8SP-~Vy ow ~~q m
PLATEh NO. 12 C Off'" -
I . . .. . . . . . ci,__ ,A" ....
-4 ~ ~ 2 2 IOY 0 O fl: tr 5EL AL22 ~ ~ ~ ~ %l 04" HOLEQOF ~5
I STAINLE5S 5TEELV* Dc ENT RODWELDI 3UDE EY(TRLbCA
bTO POST 5EOZ !AINLESS STLEL
_______ C~LD~NIZNQ ,IBAR 2' WIDE. WL
t ~ IIN~o CbECAP 170 GUIDE 5TRPS,
_ _ _ _tG - TZCL .(1 L'rI R O G T E
10 Ij
-C & ttC t1JkI5 E 51O -ONZFE
C~
13, CMI 174 MIL~HOE
TY'PICAL 5ECTIOM I INTAKE 5TRL3CTURE SCREE~NN 5A5ET
0 1 2 3 4 5
SCALE IIN FELT' WATER IN\TAKE 5CREENNO 5CALE.
REINFORCING BAR SCHEDULE _____
ST IO I aIH 'L L N ALINE RWL 0 b c d e
FRM L.5 12 O -L50,0 bAR 11 5~
BAR 5PAEL A5 ~ 50.V INN SECTIORANNGD
ALUMIN NO IC AL
OUTSIDE.bRATENG
~EETTY. RAILE AI
L. TRK LADDER 5D. A5' ( ADE
0!AL IN14 5EE. RUNG RUN) -
o~UN DRATNGILFUNO SCALE
LADDE DETAILS
LI.AZ O5
*D)MgNSIONJ5 MAY VARY~TO SUIT G~UIDE SECTION
VeIO OES -tc FOR ~ '4' STAINLt5
b'# ANCHOR. BOLT-, -. EE.LCABLE
** INT ROD. NU~D SAINLE55 5TEFL5., LVA2'VicylPOSTbEFLE 0
L"rrING RaG tCI ED'TjR 6C LV A N IZ IN CG A M I S -L E LDb.f CLAM.P B AR 2" WIDE. VVELD A** M~E
Z 0 UIDTIN RTCiC LA SECTION A-AI STAINjLESS STEEL ELEVTO
NT 2 iSTOP PLATE
LE 'oNO 5C.ALE
0 z 0 -MIN 174 -V2'o HLE5,
SCRPEENING~ tA~kfT
WATER &JTAKE 523EEN
d
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APPENDIX F
REGIONAL GEOLOGY
1:4
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PINEY RUN DAMNDI ID NO. MD 139
GEOLOGY
REGIONAL GEOLOGY
Piney Run Dam is located approximately one mile north of Sykesville,Maryland in the Piedmont Province. Crystalline schists comprise the predomi-nant rock formations found within the dam site area. These rock formationshave a closely folded structure and trend approximately N 35" E.
SITE GEOLOGY
The Peach Bottom syncline fold axis is located approximately one milenorthwest of the dam. The Upper Pelitic Schist, a metamorphic facies ofthe Wissahickon Formation, is believed to underlie the dam. This formationis of Late Precambrian Age.
Previous geologic investigations indicated that residual soils, composedpredominantly of clays and silts of low plasticity, overlie the PeliticSchist. These soils were found to range from 5 to 6 ft. deep. The highlyweathered mica schist ranged in thickness from 10 to 40 ft.
References
The Physical Features of Carroll County and Frederick County, State ofMaryland, Board of Natural Resources, Baltimore, Maryland, 1946.
44I'
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