A-AAU91 256 ACKENHEIL .AND ASSOCIATES INC PITTSBURGH … · (4) Pond Drain: Two pond drains...

A-AAU91 256 ACKENHEIL .AND ASSOCIATES INC PITTSBURGH PA FIG 13/130ATIONAL DAM SAFETY PROGRAM. TREATED WATER POND (NDI NUMBER PA --ETC(fl

SEP BA DACW31-80-C-0026

UNCLASSIF1ED N

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OHIO RIVER BASINSAWMILL CREEK

WASHINGTON COUNTY

PENNSYLVANIA ws"ND I No.PA 01138

PENN DER No. 63-91

TREATED WATER POND

UNITED STATES STEEL CORPORATION- RAW MATERIALS DIVISION

PHASE I INSPECTION REPORT

t'Dg\NATIONAL DAM INSPECTION PROGRAM

40 1

C'7) PREPARED FOR

LaJ DEPARTMENT OF THE ARMY-- BALTIMORE DISTRICT, CORPS OF ENGINEERS

LA- r.BALTIMORE ,MARYLAND 21203

A GEO SYSTEMS, INC. )CONSULTING ENGINEERS

1000 ,3ANKSVILLE ROAD) PITTSBURGH, PENNSYLVANIA 15216 ;

&F SEPTEMBER 1980

8C11 03 0 2

DISCLAIMER NOTICE

THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.

4.i

OHIORIE.YR B kUS1- .

TREATED )fTER OQND

NPM PA 01138-0PennDER ,. - : f, I

PHASE I .NSPECTION PORT V

Prepared for: DEPARTMENT OF THE ARMYBaltimore District, Corps of EngineersBaltimore, Maryland 21203

Prepared by: ACKENHEIL & ASSOCIATES GED SYSTEMS, INC.Consulting Engineers1000 Banksville Road--- Pittsburgh_ e n lvania 15216..-,:,'.

* Date: / ' Sep9/* %-

PREFACE

This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams forPhase I investigations. Copies of these guidelines maybe obtained from the Department of the Army, Office ofChief of Engineers, Washington, D.C. 20314.

The purpose of a Phase I investigation is to identifyexpeditiously those dams which may pose hazards to humanlife or property. The assessment of the general condi-tion of the dam is based upon visual observations andreview of available data. Detailed investigations andanalyses involving topographic mapping, subsurfaceinvestigations, materials testing, and detailed computa-tional evaluations are beyond the scope of a Phase Iinvestigation; however, the investigation is intendedto identify the need for such studies which should beperformed by the owner.

In reviewing this report, it should be realized thatthe reported condition of the dam is based on observa-tions of field conditions at the time of inspectionalong with data available to the inspection team. Incases where the reservoir was lowered or drained priorto inspection, such action, while improving the stabil-ity and safety of the dam, removes the normal load onthe structure and may obscure certain conditions whichmight otherwise be detectable if inspected under thenormal operating environment of the structure.

It is important to note that the condition of the damdepends on numerous and constantly changing internal andexternal factors which are evolutionary in nature. Itwould be incorrect to assume that the present conditionof the dam will continue to represent the condition ofthe dam at some time in the future. Only throughfrequent inspections can unsafe conditions be detectedand only through continued care and maintenance canthese conditions be prevented or corrected.

Phase I investigations are not intended to provide de-tailed hydrologic and hydraulic analyses. In accordancewith the established Guidelines, the spillway designflood is based on the estimated "Probable Maximum Flood" .i(PMF) for the region (greatest reasonably possible storm/L Irunoff), or fractions thereof. The spillway designflood provides a measure of relative spillway capacityand serves as an aid in determining the need for moredetailed hydrologic and hydraulic studies, consideri-the size of the dam, its general condition, and the 4P downstream damage potential. ', .

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS

NAME OF DAM: Treated Water PondSTATE LOCATION: PennsylvaniaCOUNTY LOCATION: WashingtonSTREAM Unnamed tributary to

Sawmill Creek.DATE OF INSPECTION: 7 May 1980COORDINATES: Lat. 40"11'24",

Long. 80°00'16"

ASSESSMENT

Based on a review of available design information andvisual observations of condit ions as they existed on thedate of the field inspection, t e general condition ofthe Treated Water Pond is considered to be fair

This assessment is based primarily on visual observationsof embankment conditions and lack of information on thestructural capacity of conduits through the embankment.;

)IThe structure is classified as an "intermediate" size,"high" hazard dam. Corps of Engineers guidelines recom-mend the Probable Maximum Flood (PMF) as the SpillwayDesign Flood for an "intermediate" size, "high" hazarddam. The Treated Water Pond's Spillway Design Floodis the Probable Maximum Flood. Spillway capacity is"adequate" because the non-overtopping flood dischargewas found, by using the HEC-1 computer program, to bein excess of 100 percent of the PMF.>

The visual inspection indicates several minor deficien-cies in addition to those requiring further investigation.The deficiencies can be corrected or improved throughimplementation of the following recommended evaluation,remedial, monitoring and/or maintenance efforts.

RECOMMENDATIONS

1. Additional Investigations: It is recommended thatthe owner immediately retain the services of a registeredprofessional engineer knowledgeable and experienced inthe design and construction of earth dams to provide anevaluation of the stability of the embankment and outletfacilities of the Treated Water Pond. The evaluationshould include, but not be limited to the following:

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SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS (CONT'D)Treated Water Pond

a. Review and evaluation of observation well data.

b. Investigation of the flattened slope area andadjacent swampy condition near the right end of the dam.

c. Stability calculations for ultimate pool levelconditions, if necessary.

d. Evaluation of the operability of the principalspillway conduit and gate valve.

e. Evaluation of the structural stability of theactive outlet works conduit and the pond drain conduits.

f. Provide means for upstream flow control onactive outlet works, Pond Drain 1 and Pond Drain 2.

2. Emergency Operation and Warning Plan: Concurrentwith the additional investigations recommended above,the owner should develop an Emergency Operation andWarning Plan including:

a. Guidelines for evaluating inflow duringperiods of heavy precipitation or runoff.

b. Procedures for around the clock surveillanceduring periods of heavy precipitation or runoff.

c. Procedures for drawdown of the reservoir underemergency conditions.

d. Procedures for notifying downstream residentsand public officials, in case evacuation of downstream

* areas is necessary.

3. Remedial Work. The Phase I Inspection of theTreated Water Pond also disclosed several other deficien-cies which should be corrected during routine maintenance.

a. Remove trees from the upstream and downstreamslopes of the embankment to the extent that all rootsgreater than one inch in diameter are excavated.

b. Repair wave erosion distress on the upstreamslope.

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SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS (CONT'D)IHTREATEIJ WA'ER POND

c. Determine the true elevation of the EmbankmentB crest with respect to Embankment A, and raise ifnecessary.

d. Repair the embankment slough adjacent to theunderflow pipes outlet structure and monitor to assurethat future movements do not imperil the structuralintegrity of the facility.

e. Repair the sloughs that have occurred alongthe diversion channel in the upper reservoir area.

f. Remove the sediments from the stilling poolarea below Embankment A and monitor to determine sourceof any new sediments deposited therein.

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Samuel G. Mazzeliav'.. DateProject Engineer

WEA4.; ,' James P. Hannani Date

.. ... .. '-" "Project Engineer

\ James E. Barrick, P.E. "Date1 A4 t122639. I ,. PA Registration No. 022639-E

Approved by, 9'J 0~JAMES W. PECK DaSIonel, Corps of Lnginvers

isLrict. Enginver

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Ap TABLE OF CONTENTS

Page

PREFACE ........ ...................... .

SYNOPSIS OF ASSESSMENT AND RECOMMENDATIONS . ... ii

OVERVIEW PHOTOGRAPH ....... ................. v

SECTION 1 - PROJECT INFORMATION

1.1 General ......... ............. . 11.2 Description of Project.. . ... ........ . .. 11.3 Pertinent Data ....... ................ 4

SECTION 2 - ENGINEERING DATA

2.1 Design .......... .................... 62.2 Construction. . ............. . .. . 62.3 Post-Construction Engineering Study ........ 62.4 Operation ......... .................. 72.5 Evaluation ......... .................. 7

SECTION 3 - VISUAL INSPECTION

3.1 Findings ......... ................... 93.2 Evaluation ....... .................. ... 18

SECTION 4 - OPERATIONAL FEATURES

4.1 Procedure ......... .............. 204.2 Maintenance of Dam..... ................. 204.3 Inspection of Dam .... .............. . 204.4 Warning System ...... ................ . 204.5 Evaluation ....... .................. . 20

SECTION 5 - HYDROLOGY AND HYDRAULICS

5.1 Evaluation of Features .... ............ . 22

SECTION 6 - STRUCTURAL STABILITY

6.1 Available Information ...... ............ 246.2 Evaluation . . . . . . . . . . ....... 25

vi

TABLE OF CONTENTS (cont'd)

Page

SECTION 7 -ASSESSMENT AND RECOMMENDATIONS

7.1 Assessment ........ ................ .. 277.2 Recommendations. ...... ............... .. 28

APPENDIX A - VISUAL INSPECTION CHECKLISTVisual Observations Checklist I . . . AlField Plan ....... ....... ... A17Field Profile and Section. . ..... .. A18

APPENDIX B - ENGINEERING DATA CHECKLISTAPPENDIX C - PHOTOGRAPHS

Photo Key Map. ....... .......... C1Photos 1 through 12 ......... C2

APPENDIX D - HYDROLOGY AND HYDRAULICS ANALYSESMethodology ...... ............. D1Engineering Data .... ........... D3HEC-I Data Base ...... ......... D4Loss Rate and Base Flow Parameters D5Elevation-Area-CapacityRelationships ... ........... . D5

Dam Overtop Parameters .. ........ .. D6Spillway Parameters .. ......... . D6Program Schedule .. ........... D6HEC-1 Computer Analysis ....... D7Reservoir/Spillway HydrologicPerformance Plot ..... .......... D11

APPENDIX E - PLATESList of Plates ..... .......... .ElPlates I through VIII .. ........ E2

APPENDIX F - GEOLOGYGeomorphology ...... ............ F1Stratigraphy ...... ............. F1Geologic Map .... ............. . F2Geologic Column ... ........... . F3

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tPHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

TREATED WATER PONDNATIONAL I. D. NO. PA 01138

PennDER No. 63-91

SECTION 1PROJECT INFORMATION

1.1 GENERAL

a. Authority: The Phase I Investigation wasperformed pursuant to authority granted by Public Law92-367 (National Dam Inspection Act) to the Secretaryof the Army through the Corps of Engineers, to conductinspections of dams throughout the United States.

b. Purpose: The purpose of the investigationis to make a determination on whether or not the damconstitutes a hazard to human life or property.

1.2 DESCRIPTION OF PROJECT

a. Dam and Appurtenances:

(1) Embankment: The Treated Water Pond wasdesigned and constructed as a earthfill structure withclay core and cutoff along the centerline. The embankmentis 3400 feet long, with a maximum toe to crest height of58.8 feet and a crest width ranging from 20 to 35 feet.The embankment's upstream slope was observed to be1.9H:1V above the waterline; the downstream slope wasobserved to be 1.9H:1V.

(2) Principal Spillway: The principal spill-way for the Treated Water Pond consists of a 16 inchdiameter stainless steel pipe through the embankmentnear the right abutment The intake end is protected bya substantial trash cage. The outlet end contains agate valve flow control and a sharp-crested weir flowmeasuring device. The principal spillway discharges tothe emergency spillway chute via an 18 inch diameterconcrete pipe.

(3) Active Outlet Works: An active outletworks consisting of a 12 inch diameter PVC pipe providesdischarge capacity for normal inflows to the TreatedWater Pond. The intake is submerged approximately 19feet below the current pond surface (operating level)and is protected by a trash cage. Outlet structuresinclude a gate valve, energy dissipation structures, and

a sharp-crested weir flow measuring device. The activeoutlet works ultimately discharges to a relocated creekchannel below the downstream toe of the Treated WaterPond embankment.

(4) Pond Drain: Two pond drains consistingof 24 inch diameter concrete pipes pass through thecentral portion of the embankment. Both drains arereported to have been blocked following construction ofthe dam.

(5) Road Drain: A storm sewer type roaddrain lies below the left groin of the embankment todrain surface runoff from the groin area.

(6) Emergency Spillway: The emergency spill-way consists of a 8.5 feet wide, rectangular, reinforcedconcrete channel located on the right abutment. Thechannel crosses the right abutment and discharges to adrainage swale below the downstream toe of the dam

(7) Freeboard Conditions: Freeboard betweenthe low point on the embankment and: the emergencyspillway crest is 3.9 feet; the principal spillway crestis 9.9 feet; the operating pool level is 17.5 feet.

(8) Downstream Conditions: The unnamed creekbelow the Treated Water Pond flows through a relativelynarrow, steep-sided valley for about 1.5 miles to aconfluence with Sawmill Creek. Sawmill Creek flows intoPigeon Creek which enters the* Monongahela River nearMonongahela, Pennsylvania. In the first 1.5 miles belowthe Treated Water Pond, at least 8 inhabited dwellingsand State Route 917 lie on the floodplain.

(9) Reservoir: The Treated Water Pond isabout 2200 feet long at the operating pool elevation andhas a surface area of 21 acres. When the pool is at thecrest of the dam, the reservoir length increases to 2600feet and the surface area is 27 acres.

(10) Watershed: The watershed contributing tothe Treated Water Pond is a meadowland and contains theRaw Water Pond. The watershed is completely owned bythe U. S. Steel Corporation.

b. Location: The Treated Water Pond is locatedin Fallowfield Township, Washington County, Pennsylvaniaapproximately 4 miles west of Monongahela, Pennsylvania.

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c. Size Classification: The dam has a maximumstorage capacity of 877 acre-feet and a toe to crestheight of 58.8 feet. Based on the Corps of Engineersguidelines, this dam is classified as an "intermediate"size structure.

d. Hazard Classification: The Treated Water Pondis classified as a "high" hazard dam. In the event of adam failure, at least 8 inhabited dwellings and StateRoute 917 could be subjected to substantial damage andloss of life could result.

e. Ownership: The Treated Water Pond is owned bythe Unites States Steel Corporation, Raw Materials Divi-sion, Frick District. Correspondence can be addressedto:

United States Steel CorporationRaw Materials Division, Frick DistrictFayette Bank Building, 5th FLoorUniontown, Pennsylvania 15401Attention: Mr. Robert Witt, Jr., Chief Engineer(412) 438-3511, Ext. 256

f. Purpose of Dam: The Treated Water Pond wasconstructed to serve as a holding and settling impound-ment for mine discharge water from the Raw Water Pondabove. Both impoundments are part of the U. S. SteelMaple Creek Mine complex.

g. Design and Construction History: The dam wasdesigned by C. A. Burchfield of the U. S. Steel Corpora-tion in 1966. No additional information on design orconstruction was found.

h. Normal Operating Procedures: The TreatedWater Pond was designed to operate as an uncontrolledstructure. Under normal operating conditions, the poollevel (operating pool level) is maintained by the activeoutlet works. A principal spillway provides for a maxi-mum normal pool elevation of 1101.0.

Inflow to the Treated Water Pond includes runoff fromthe watershed above, and the discharge from the RawWater Pond.

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1 3 PERTINENT DATA

a. Drainage Area 0.06 sq. mi.

b. Discharge at Dam Facility

Maximum flood at Dam Facility UnknownEmergency Spillway Capacity

at Top of Dam 202 cfs

c. Elevation (feet above MSL)"

Design Top of Dam 1115.0'Current Top of Dam (low point) 1110.9Emergency Spillway Overflow Crest 1107.0Principal Spillway Overflow Crest 1101.0'Operating Pool 1093.4Pond Drain 1 Inlet Invert 1078.0'Active Outlet Works Inlet Invert 1075.0'Active Outlet Works Outlet Invert 1073.0'Pond Drain 2 Inlet Invert 1060+'Pond Drain 2 Outlet Invert 10557+Toe of Embankmemt 1052.1

d. Reservoir Length

Length of Maximum Pool 2600 feetLength of Normal Pool 2450 feetLength of Operating Pool 2200 feet

e. Reservoir Storage

Current Top of Dam 877 acre-feetEmergency Spillway Invert 778 acre-feet

f. Reservoir Surface

Current Top of Dam 25.8 acres,Emergency Spillway Crest 25 acres

g. Embankment

Type Earth#

Length 3400 feetHeight 58.8 feetCrest Width Varies from 20 to 35 feetSlopesDownstream 1.9H:1VUpstream 1.9H:lV

Impervious Core Yes*Cutoff Provisions Unknown

Grout Curtain Unknown*

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h. Emergency Spillway

Type Rectangular Open Channel*Location Right AbutmentOverflow Crest Length 8.5 feetInvert Elevation 1108 feet*

i. Principal Spillway

Type 16 inch DiameterStainless Steel Pipe*

Location Through Embankment NearEmergency Spillway

Inlet Invert Elevation 1101.0'Trash Cage YesConduit Length 200 feet*Gate Valve DownstreamAnti-Seep Collars Yes, 5*

k. Pond Drain 1

Type 24 inch Diameter Concrete PipeLocation Through Central Part of EmbankmentInlet Invert 1078+fTrash Cage Yei'Conduit Length 200 feet*Gate Valve No*Anti-Seep Collars Yes, 5'Plugged After Construction Unknown

1. Pond Drain 2

Type 24 inch Diameter Concrete PipeLocation Left Central Part of EmbankmentInlet Invert 1060+'Trash Cage N-m

Conduit Length 245 feet'Gate Valve No*Anti-Seep Collars Yes, 5'Plugged After Construction Yes e

*Taken or derived from available engineering drawings

or reports.

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SECTION 2ENGINEERING DATA

2.1 DESIGN

The files of the Commonwealth of Pennsylvania, Departmentof Environmental Resources (PennDER) were reviewed butno engineering data related to the original design ofthe facility was found. Because of the small watershed,the Division of Dams and Encroachments, PennsylvaniaDER, was not required to issue a permit for the construc-tion or operation of this dam.

The dam was apparently designed by C. A. Burchfield ofthe United States Steel Corporation in 1966. The ownerprovided the design drawings listed in Appendix B andreproduced in Appendix E.

2.2 CONSTRUCTION

The Treated Water Pond was constructed in 1967 and 1968by C. J. Langenfelder and Sons, Inc., of Baltimore,Maryland.

2.3 POST-CONSTRUCTION ENGINEERING STUDY

A post-construction engineering study was conducted byL. Robert Kimball Consulting Engineers in 1973 for boththe Raw Water Pond and Treated Water Pond facilities.This report included the following investigation results:

1. Geology.

2. Seepage analysis.

3. Stability analysis:

a. Simplified Bishop analysis.

b. Modified Fellenius analysis.

c. Translational (Wedge) Failure analysis.

4. Field investigations and laboratory testing relatedto the Treated Water Pond included:

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a. Test borings (7).

b. Triaxial compression .e:;t ().

c. Grain size distributions (12).

d. Proctor densities (2).

e. In-situ densities (4).

f. Soil permeability tests (4).

5. Hydrologic Analyses:

a. Existing conditions.

b. Proposed conditions.

The report concluded that the embankment was stable forconditions analyzed, based on a recommended safetyfactor of 1.5. The analysis included earthquake inducedforces. The report recommended:

1. Maintain and periodically check the water level inthe observation wells installed in the embankment.

2. Maintain vegetal cover to minimize erosion.

2.4 OPERATION

The dam was designed to operate without a dam tender.

The principal spillway is a 16 inch diameter stainlesssteel pipe located near the right end of the embankment.The operating reservoir pool is maintained approximately8 feet below the principal spillway inlet invert by thesubmerged inlet to the active outlet works conduit. Aconcrete, rectangular, uncontrolled chute spillway pro-vides discharge capacity for large storm flows.

Performance and operation records are not maintained.There is no information available on the operation ofany of the outlet works pipelines.

2.5 EVALUATION

a. Availability: Engineering data was providedby PennDER, Bureau of Dams and Waterway Management. Theowner provided the design drawings listed in Appendix Band reproduced in Appendix E.

b. Adequacy: The available engineering informa-tion, though greatly limited, was supplemented by fieldinspections and supporting engineering analyses and isconsidered adequate for the purpose of this Phase IInspection Report.

c. Validity: Based on the review of the avail-able information, there appears to be no reason toquestion the validity of the limited engineering data.

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SECTION 3VISUAL INSPECTION

3.1 FINDINGS

a. General: The field inspection of the TreatedWater Pond was performed on 7 May 1980, and consisted of:

(1) Visual observations of the embankmentcrest and slopes, groins and abutments;

(2) Visual observations of the principal andemergency spillways, outlet works structures, and ponddrain facilities;

(3) Visual observations of the embankment'sdownstream toe areas including drainage channels, hydrau-lic structures, and surficial conditions;

(4) Visual observations of downstream condi-tions and evaluation of the downstream hazard potential.

(5) Visual observations of the reservoirshoreline and watershed;

(6) Transit stadia surveys of relative eleva-tions along the embankment crest centerline, spillways,and across the embankment slopes.

The visual observations were made during a period whenthe reservoir and tailwater were at normal operatinglevels.

The visual observations checklist, field plan, profileand section containing the observations and comments ofthe field inspection team are contained in Appendix A.Specific observations are illustrated on photographs inAppendix C. Detailed findings of the field inspectionare presented in the following sections.

The Maple Creek Mine Treated Water Pond is impounded bya long earthen embankment constructed on the hillsidebelow the Maple Creek Mine Raw Water Pond. Normal dis-charge is via an outlet works through the central por-tion of the embankment that discharges to a relocatedstream channel below. The principal spillway does notnormally function as the pool level is maintained belowthe inlet invert. Flood flows are discharged through aconcrete chute spillway on the right abutment.

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b. Embankment:

(1) Crest: The embankment crest was observedto be generally level throughout its length and ofregular cross-section. The location of the crest wasapproximately as indicated by drawings provided byUnited States Steel Corporation.

Over the right portion of the embankment, the crestelevation was found by stadia survey to be 1115.1 atits low point and the crest width was measured to varybetween 20 and 25 feet.

At the left end of the embankment, the elevation of thecrest dropped to approximately elevation 1111.0 with acorresponding width increase to between 30 and 35 feet.

The crest was in good condition and no tension cracksand very few depressions capable of impounding waterwere observed. An access road has been constructedalong the crest of the dam by building up a surface of"reddog" material. The access road surface was observedto be quite hard. The original embankment crest com-prises the shoulders of the access road and these wereobserved to be covered with dense grass and ground covervegetation. Minor drying cracks having no preferredorientation were observed at numerous places along thecrest of the embankment.

(2) Upsteam Slope: The upstream slope of theTreated Water Pond was covered with a dense growth ofgrass, brush and other ground cover vegetation and con-tained numerous trees of the black locust variety. Theslope was observed to be generally uniform though localunevenness was noted. Careful observation at some ofthe local non-uniformities failed to reveal any cracksor scarps in the embankment surface that might be indi-cative of deep type sloughing failures.

Moderately severe erosional distress was observed at andabove the waterline along the left portion of the embank-ment. This is the slope that faces the west. In places,the upstream slope has been steepened significantly bywind driven wave erosion. The distress in places reachedfour or more feet above the water level and has createdlocally steep slopes near and above the waterline. Thishas resulted in minor sloughing of the lower portion ofthe upstream slope at several locations.

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A stadia survey cross-section of the upstream faceindicated a slope of 1.9H:1V.

The central and right portions of the upstream slopehave suffered significantly less erosional d.terioratoiithan the left portion of the embankment. One localarea of erosional distress was noted on the far rightportion of the embankment near the right abutment. Thedistressed area was small and had not yet affected asignificant portion of the upstream slope.

(3) Dow4nstream Slope: The downstream slopeof the Treated Water Pond embankment was observed tobe generally uniform and fully covered with grass andground cover type vegetation. Also, a considerablenumber of trees were observed to be growing on the slopeat all elevations between the crest and toe. The treeswere relatively small diameter black locusts. Noerosion or surface slough or slide type failures wereobserved anywhere on or below the downstream slope ofthe embankment.

Two areas on the embankment toward the right end indi-cated slope non-uniformities but close observationrevealed no indication of embankment instability. Thefirst condition, approximately 400 feet left of the rightend of the embankment, was a pronounced flattening ofthe toe area at a deep section where the embankment turnsapproximatley 90 ° . Removal of ground cover material andcareful observation of soil materials in the vicinityshowed no cracking or no scarping. Finger penetrationindicated the soil materials to be in a firm condition.The second area is approximatley 400 feet further leftalong the embankment and appeared to be a bench likeformation near the downstream toe. Once again, carefulobservation below the ground cover vegetation indicatedno cracks, scarps or wet conditions indicative of pos-sible embankment stability distress. Two animal burrowswere noted in the bench area.

No indication of a line of seepage was observed anywhereon the downstream slope of the embankment.

As was the case with the upstream slope of the embank-ment, the downstream slope was observed to be generallyuniform across the surface but contained areas of localunevenness. Close observation of selected areas ofunevenness indicated no cracks, scarps, seeping wateror other indications of slope instability.

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A stadia survey cross-section of the downstream faceindicated a slope of 1.9H:1V.

C. Groins:

(1) R ight: The right groin (junction of theembankment and abutment) was observed to be in goodcondition with the exception of a wet, swampy zoneapproximately 300 to 400 feet left of the right end ofthe embankment. The wet spot was observed to be theresult of seepage and contained soft soil materials,standing water and considerable water related vegetation.The seepage zone was an upper extension of a largermarshy area that exists beyond the toe of the right endof the embankment. This marshy area is associated withthe drainage swale that receives the emergency spillwaydischarges from both the Treated Water Pond and theRefuse Settling Basin on the other side of the valley.

In general, no movement of fines or sedimentation wasobserved and no indications were observed of potentiallydangerous seepage flows through or beneath the embank-ment. The remainder of the groin on the right portionof the embankment was dry and uneroded and generallywell covered with vegetation.

(2) Left: The left groin of the embankmentwas observed to be marshy and quit.e swampy for a consi-derable distance along the left side of the embankment.The groin lies in a topographic low created between anadjacent hillside and the embankment. Plans provided byUnited States Steel Corporation indicate that a 15 inchreinforced concrete storm sewer (road drain) was in-stalled to drain the area. However, it appears thateither improper grading or clogging of the catch basinshas resulted in a drainage impedence that has led tothe development of the swampy conditions.

(3) Central: The junction of the embankmentand the downstream toe area was observed to be in gen-erally good condition with two exceptions. Two smallareas that contained soft earth materials and waterrelated type vegetation were observed near the center

the embankment. The left area also contained a surfacedrainage channel that originated at the outfall of the15 inch concrete road drain discussed above. No seep-ing water, no silt ladvi, flows and no sedimentationwere observed that would suggest the movement of finesfrom or beneath the impounding embankment.

s I

The remainder of the groin in the downstream toe areawas observed to be dry and uneroded and well coveredwith vegetation.

d. Abutments:

(I) Right: The right abutment was observedto be mildly sloped, grassed and tree covered and gaveno indication of seeping water or slope instabilityconditions.

The right abutment contains the concrete chute emergencyspillway. Some erosion has occurred behind the rightchute wall along the steeper downstream section of thespillway. Surface runoff appears to have eroded spill-way wall backfill materials down to the chute footer.

(2) Left: The left abutment lies at theextreme upper en-of the left end of the embankmentand was observed to be in good condition. No erosion,instability or seepage was observed anywhere on theabutment.

e. Principal Spillway:

(1) Conduit: The principal spillway conduitis a 16 inch diameter stainless steel pipe that passesthrough the upper embankment slope to a gate valve andbaffled weir box below. The principal spillway islocated about 90 feet to the left of the emergencyspillway near the right end of the embankment.

(2) Inlet Structure: The principal spillwayinlet structure consists of a concrete slab on theupstream slope through which the conduit projects. Theinlet is protected by a three foot cube trash cage con-structed of one-half inch diameter stainless steel barswelded in a grid on six inch centers.

(3) Outlet Structures: The outlet structuresconsist of a gate valve control located in a standardconcrete manhole followed by a concrete box containingconcrete block baffles and a stainless steel, sharp-crested weir.

Discharge from the box is via an 18 inch diameter con-crete pipe that discharges to the emergency spillwaychute approximately 55 feet below.

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(4) Condition: All visible components of theprincipal spillway appeared to be in good condition.However, operability of the valve and pipelines couldnot be ascertained as there was no flow in the facility.

f. Active Outlet Works:

(1) Conduit: The active outlet works conduit,as observed at its exit point on the downstream slope ofthe embankment, is 12 inch diameter PVC pipe. The pipepasses through the embankment approximately 950 feet tothe left of the emergency spillway.

(2) Intake Structure: The intake structurecould not be observed due to the Pond pool level. Noevidence of an upstream flow control was found.

(3) Outlet Structures: The outlet structuresconsist of a gate valve in a standard concrete manhole,a reinforced concrete box energy dissipator that turnsthe flow 900, and a concrete box with concrete blockbaffles and a sharp-crested weir. Discharge from theweir box is via an 18 inch diameter concrete pipe thatparallels the embankment toe before entering anotherconcrete manhole approximately 150 feet below.

At the lower manhole, the flow is again turned 90" andenters a 24 inch diameter concrete pipe that dischargesto the creek channel approximately 90 feet below.

(4) Condition: Al. visible components of the~active outlet works were in good condition except the

energy dissipator box which contained a large hole thatappeared to have been intentionally broken through theupper downstream side of the box. The hole did notaffect the performance of the structure.

The discharge point of the 24 inch concrete pipe couldnot be observed because of a cyclone fence barrier.

g. Pond Drain 1:

(1) Conduit: Pond Drain 1 conduit, asobserved at its exit point on the downstream slope, is a24 inch diameter concrete pipe. The pipe passes throughthe embankment approximately 1100 feet to the left ofthe emergency spillway.

_14-

(2) Intake Structure: The Pond Drain 1

intake structure could not be observed due to the Pondpool level. No evidence of an upstream flow control wasfound.

(3) Outlet Structures: The Pond Drain 1conduit enters the standard concrete manhole thatreceives the 18 inch concrete pipe from the activeoutlet works weir box. Discharge is via the 24 inchconcrete pipe described above.

(4) Condition: The operating and physicalcondition of Pond Drain 1 could not be determined.

h. Pond Drain 2:

(1) Conduit: Pond Drain 2 conduit, asobserved at the outlet end, is a 24 inch diameterconcrete pipe. The pipe passes through the embankmentapproximately 1390 feet to the left of the emergencyspillway.

(2) Intake Structure: The Pond Drain 2intake structure could not be observed due to thereservoir pool level. No evidence of an upstream flowcontrol was found.

(3) Outlet Structures: The outlet structurefor Pond Drain 2 consists of a concrete headwall in theembankment's downstream slope. Discharge from the pipeis onto the embankment slope and subsequently into adrainage swale below.

(4) Condition: On the date of observation,an estimated flow of 3 to 4 gpm was discharging from thepipe.

Remnants of a brick and mortar closure of the pipe endwere observed and bricks with adhering mortar werescattered about the immediate vicinity. It appearedthat the pipe had been sealed at one time, but the sealhad been broken out.

Considerable erosion of the embankment slope below theconcrete headwall was observed. The extent of erosionaldistress appeared to be greater than could be caused bythe observed pipe flow.

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i. Road Drain:

(1) Conduit: The storm sewer road drainconduit is a 15 inch diameter concrete pipe. The sewerlies beneath the groin of the left end of the embankment.

(2) Inlets: No catch basin inlets wereobserved.

(3) Outlet: The road drain outlet is a con-crete headwall that discharges to the left central groinof the embankment. Erosion of the groin has occurred atand below the headwall.

j. Emergency Spillway:

(1) General: The emergency spillway for theTreated Water Pond consists of a reinforced concretechute structure constructed into the right abutment justbeyond the right end of the embankment.

(2) Concrete Weir: Flow control for theemergency spillway is by broadcrested weir at the inletto the spillway channel. In this reach, the spillwaywas measured to be 8.5 feet wide and 9 feet high.

(3) Approach Channel: The approach channelto the flow control area is via flared wingwalls (45° )at the entrance to the emergency spillway chute.

(4) Discharge Channel: The discharge channelis a reinforced concrete chute that proceeds with increasingslope over the right abutment at a point approximately290 feet below the inlet. The emergency spillwaychannel narrows significantly at the point where theslope increases significantly.

(5) Bridge and Piers: The emergency spill-way is crossed by a steel beam bridge containing steelgrating and handrails. The bridge provides access forvehicles to the crest of the embankment beyond.

(6) Condition: The condition of emergencyspillway components was generally good on the date ofinspection.

The approach to the inlet was clear of significantobstructions and debris.

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Ali

$ Some small trees and debris were noted in the upperreaches of the discharge channel. However, the extentof vegetal growth and debris did not appear to besufficient to seriously impair the performance of thespillway.

The condition of concrete surfaces and constructionjoints appeared to be good.

Some erosion of the lower right chute wall backfill hasoccurred and is described above.

k. Instrumentation:

(1) Observation Wells: Three observationwells were observed on the embankment at the locationsshown on the field plan. No readings were taken on theinspection date. The U.S.S. representative stated thatdata obtained from periodic readings of the instrumentswas maintained at the Maple Creek Mine Manager's officebut that written permission to review the data wasrequired.

(2) Weirs: Two weirs have been installed onoutlet facilities at the dam. The principal spillwayweir is rectangular, sharp-crested and has a 48 inchcrest length.

The active outlet works weir is of the same type but has

a 24 inch crest length.

1. Reservoir:

(1) Slopes: In general, the reservoir slopesare flat to moderate and were generally grass, brush andsmall tree covered. The reservoir slopss consist gener-ally of the areas at and below the toe of the'Raw WaterPond, which is situated in the watershed above theTreated Water Pond.

No serious erosion of the reservoir slopes was observed.

(2) Sedimentation: None observed.

(3) Inlet Stream: The inlet stream to theTreated Water Pond lies along the upper left end of theembankment. Inflow to the Pond is from the 10 inchdiameter pipe that discharges from the Raw Water Pondabove.

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(4) Watershed: The watershed was observed tobe generally grass, brush and tree covered. The water-shed is quite small as the Treated Water Pond is locatedrelatively high on a hillside.

m. Downstream Conditions:

(1) Downstream Channel: The downstreamchannel for the Treated Water Pond consists of theoriginal stream channel for the valley below the dam.The stream channel is relatively narrow, winding andlined with trees, brush and other vegetal growth.

(2) Slopes: The immediate downstream channelslopes are relatively steep, as the channel is of anerosional nature in alluvial soils. The valley slopesare generally mild and covered with brush and trees.

(3) Floodplain Development: In the 1.5 milesbelow the Treated Water Pond, eight inhabited dwellingslie in the lower part of the floodplain. Also, a mineportal and coal loading facility lie in the immediatevalley bottom below the dam. Also Route 917, an impor-tant north-south highway in the area, would be threatenedby high flows.

3.2 EVALUATION

The following evaluations are based on the results ofthe visual inspections performed on 8 May 1980.

a. Embankment: The Treated Water Pond embankmentappeared to be in good condition with no strong evidenceof anomalous seepage or instability. The slopes weremeasured to be relatively steep, but no indication ofhigh ground water in the embankment was observed.

Two significant non-uniformities were observed on thedownstream slope.Some significant wave erosion of upstream slopes has

occurred, but as yet does not seriously threaten theintegrity of the embankment.

Numerous trees were observed growing on both the upstreamand downstream slopes of the embankment.

Several wet zones were observed, but there was no indi-cation of movement of fines from within or below theembankment. No significant springs or seepage zoneswere observed.

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A swampy zone along the left end of the embankmentappeared to be the result of poor surface drainageconditions.

Erosional distress was observed on the embankment belowthe outlet headwall of Pond Drain 2. Also, erosion ofthe embankment groin has occurred below the road drainpipe outlet headwall and along the drainage channelbelow.

b. Principal Spillway: Operability of theprincipal spillway could not be evaluated because of a"no flow" condition. Otherwise, the facility appearedto be functional.

c. Active Outlet Works: The active outlet worksappeared to be operational and functioning properly.However, the apparent lack of an upstream flow controlis considered to be a deficiency. Also, the structuralability of the plastic conduit to withstand the weightof the embankment above is unknown.

d. Pond Drain 1: The functionality and structuralcondition of Pond Drain 1 could not be determined.

e. Pond Drain 2: Pond Drain 2 appeared to beleaking slightly but did not give strong indication ofserious deficiencies. The structural condition couldnot be determined.

f. Road Drain: The condition of the road wasconsidered to be poor. This is based on the apparentfailure of the catch basins to provide adequate drainage,and erosion of the embankment groin below the outletheadwall.

g. Emergency Spillway: The condition of theemergency spillway appeared to be good. No significantflow obstructions were noted and structural conditions,with one exception, were adequate. The exception was anobserved erosion of chute wall backfill by surface run-off.

h. Hazard Potential: Based on the observedheight of the embankment and downstream floodplainconditions, the Treated Water Pond was assigned a "high"hazard potential rating.

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SECTION 4OPERATIONAL FEATURES

4.1 PROCEDURE

Reservoir pool level is maintained at an elevationapproximately eight feet below the invert of the prin-cipal spillway pipe by the submerged active outlet worksintake.

The outlet works conduit is controlled by a gate valvelocated downstream of the embankment. The valve isnormally open and the pipeline is under full pressurethrough the embankment. No upstream flow control wasobserved during the field reconnaissance.

Operational features of the pond drains could not beidentified.

Normal operating procedure does not require a damtender.

4.2 MAINTENANCE OF DAM

The embankment and appurtenances are maintained by theUnited States Steel Corporation. Maintenance reportedlyconsists of periodically repairing eroded areas and mak-ing miscellaneous repairs as necessary.

4.3 INSPECTION OF DAM

The United States Steel Corporation is required by theState of Pennsylvania to inspect the dam annually andmake needed repairs.

The United States Steel Corporation is required by MSHAto inspect the dam at least once every seven days and tomake an annual report and certification of the dam.

4.4 WARNING SYSTEM

There is no warning system and no formal emergency pro-cedure to alert or evacuate downstream residents uponthreat of a dam failure.

4.5 EVALUATION

Lack of an upstream flow control for the outlet worksconduit is considered to be a deficiency.

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. . .. I III I I ll {{ {I " ' " . . . . .. . .- . .. -... .

The maintenance program should be continued. However,there are no written operation, maintenance or inspec-tion procedures, nor is there a warning system or formalemergency procedure for this dam. These proceduresshould be developed in the form of checklists and stepby step instructions, and should be implemented asnecessary.

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SECTION 5HYDROLOGY/HYDRAULICS

5.1 EVALUATION OF FEATURES

a. Design Data: The Treated Water Pond has awatershed of 39 acres which is vegetated primarily bygrassland. The watershed is about 1800 feet long and1200 feet wide and has a maximum elevation of 1200 feet(MSL). At maximum normal pool, the dam impounds areservoir with a surface area of 25 acres and a storagevolume of 778 acre-feet. Maximum normal pool level ismaintained at Elev. 1107 by the overflow crest of theemergency spillway. The impoundment has a principalspillway conduit with invert elevation 1101.0. For thepurpose of this hydrologic analysis, the principalspillway was assumed to be inoperative.

A post-construction report by L. Robert Kimball, Consult-ing Engineers, routed a 6 hour PMP of 25.8 inches (SCS

freeboard hydrograph) through the reservoir and obtaineda maximum water surface of elevation of 1112.17.*

No additional hydrologic calculations were found relatingreservoir/spillway performance to the Probable MaximumFlood or fractions thereof.

b. Experience Data: Records are not kept ofreservoir level or rainfall amounts. There is no recordor report of the embankment ever being overtopped.

c. Visual Observations: On the date of the fieldinspection, no serious deficiencies were observed thatwould prevent the principal or emergency spillways fromfunctioning. The water level at the time of the fieldinspection was observed to be 13.6 feet below theemergency spillway crest. The owner's representativereported that the water level observed was the normaloperating pool level and that it has remained at thatelevation for some time.

d. Overtopping Potential: Overtopping potentialwas investigated through the development of the ProbableMaximum Flood (PMF) for the watershed and the subsequent

*Elevation based on L. Robert Kimball topographic mapwhich indi.cated site elevations approximately 2.6 feethigher than elevations shown on the U. S. Steel drawings.

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* -.4routing of the PMF and fractions of the PMF through thereservoir and spillway. The Corps of Engineers guide-

AP lines recommends the Probable Maximum Flood (PMF) for"intermediate" size, "high" hazard dams. Therefore theSpillway Design FLood (SDF) is the PMF.

Hydrometeorological Report No. 33 indicates the adjusted24 hour Probable Maximum Precipitation (PMP) for thesubject site is 19.4 inches. Although calculationsexist that relate the reservoir/spillway system to a PMPtype precipitation event, an evaluation of the systemwas performed to determine whether or not the dam'sspillway capacity is adequate under current Corps ofEngineers' guidelines.

The Corps of Engineers, Baltimore District, has directedthat the HEC-1 Dam Safety Version computer program beutilized. The program was prepared by the HydrologicEngineering Center (HEC), U.S. Army Corps of Engineers,Davis, California, July, 1978. The major methodologiesand key input data for this program are discussedbriefly in Appendix D.

The peak inflow to the Treated Water Pond was determinedby HEC-1 to be 250 cfs for the SDF. This value considersthe controlled discharge from the Raw Water Pond.

An initial pool elevation of 1107.0 was assumed prior tocommencement of the storm.

e. Spillway Adequacy: The capacity of thecombined reservoir and spillway system was determined tobe in excess of the PMF by HEC-1. According to Corps ofEngineers' guidelines, the Treated Water Pond spillwayis "adequate."

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-? i

SECTION 6STRUCTURAL STABILITY

6.1 AVAILABLE INFORMATION

a. Design and Construction Data: All availabledesign documentation, calculations and other datareceived from the Pennsylvania Department of EnvironmentalResources were reviewed. This data is discussed inSection 2 and a detailed listing is included in AppendixB. The owner provided the drawings that are presentedin Appendix E.

b. Operating Records: There are no writtenoperating records or procedures for this dam. Observa-tion well readings were not available at the time ofpreparation of this report.

c. Visual Observations:

(1) Embankment: Visual observations madeduring the field inspection did not indicate evidence ofa high groundwater level in the embankment. There wasno pronounced "line of seepage", and no springs, seepsor surface sloughs were observed. Four areas at andbeyond the toe of the embankment exhibited soft andswampy conditions but gave no indication of the existenceof significant groundwater flows.

Two areas on the downstream slope exhibited non-uniformconditions. The first was a pronounced flattening ofthe embankment toe about 400 feet left of the right endof the dam Perhaps significantly, this area liesimmediately above the largest of the four swampy areasreferenced above. However, close observation of theembankment did not reveal any significant cracks, scarpsor bulges and the soil materials were generally firm asdetermined by finger penetration. The second non-uniformarea was a bench like configuration in the vicinity ofthe active outlet works outlet structures. There was noswampy area associated with the bench and no significantcracks, scarps or other indications of instability wereobserved.

That stadia survey showed a relatively steep downstreamslope at 1.9H:1V.

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NThe embankment's upstream slope has suffered minorslumping, sloughing of surficial soils and erosion atand above the reservoir pool level. In general, theseconditions appear to be the result of wave action.

(2) Outlet Facilities: Observations ofvisible components of the principal spillway, outletworks and pond drains gave no indication of instability.

(3) Emergency Spillway: Emergency spillwaychute wall backfill has been eroded from behind theright wall in the lower chute area. No other evidenceof instability of emergency spillway components wasobserved.

d. Performance: The Dam Safety Section, Pennsyl-vania Department of Environmental Resources has apparentlynever issued a permit for construction or operation ofthe Treated Water Pond. Consequently, there is nocorresponence relative to this impoundment and noinformation available concerning performance over itsoperating life.

6.2 EVALUATION

a. Design, Construction, and Monitoring Information:The design documentation was by itself, consideredinadequate to evaluate the structure.

A post-construction report by L. Robert Kimball ConsultingEngineers presented safety factors against sliding forseveral embankment conditions. The results of theseanalyses are discussed in Section 2. The adequacy ofthese analyses could not be assessed based on visualobservations, and the observation well information onembankment groundwater levels was not available at thetime of preparation of this report. This information,when available, should be reviewed and evaluated by aperson knowledgeable in embankment design and performance.

b. Embankment: On the date of the field inspec-tion, the embankment appeared to be stable. However,the observed embankment and toe conditions suggest thatadditional evaluations should be undertaken, particularlyif signficantly higher reservoir operating pool levelsare anticipated.

c. Principal Spillway: The structural stabilityof the principal spillway conduit coild not be evaluatedbecause of lack of performance information. However,

-25-

pipe material and embankment cover conditions wouldsuggest satisfactory stability.

d. Active Outlet Works: The active outletworks was observed to be functional on the date ofinspection. Visible components appeared to be stable.

The stability of the PVC conduit beneath 40 feet ofembankment earthfill material was not evaluated.Long-term performance of the pipe under high surchargeconditions should be investigated.

e. Pond Drains: Stability of the two ponddrain conduits could not be evaluated during thePhase I field inspection.

f. Emergency Spillway: The emergency spillwayappeared to be structurally stable on the date ofinspection. The eroded chute wall backfill conditionshould be corrected to prevent additional erosion thatmight reduce the stability of the structure to anunacceptable level.

g. Seismic Stability: According to the SeismicRisk Map of the United States, Treated Water Pond dam islocated in Zone 1 where damage due to earthquakes wouldmost likely be minor.

A dam located in Seismic Zone 1 may be assumed topresent no hazard from an earthquake provided staticstability conditions are satisfactory and conventionalsafety margins exist. No calculations were developed toverify this assessment, however.

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I

SECTION 7ASSESSMENT AND RECOMMENDATIONS

7.1 ASSESSMENT

a. Evaluation:

(1) Embankment: The Treated Water Pond'sembankment is considered to be in good condition. Thisassessment is based primarily on visual observationsthat did not reveal strong evidence of inadequateembankment stability. However, a pronounced flatteningof the embankment's downstream toe at a location immedi-ately above a swampy zone, and the observed relativelysteep downstream slope (1.9H:1V), are sufficient causeto warrant further investigation of the embankment.Existing observation well records should be reviewed andcompared to existing stability analysis assumptions.Other minor deficiencies should be corrected.

(2) Principal Spillway: The operability ofthe principal spillway conduit and gate valve could notbe evaluated. Visible components were in good condition.

(3) Active Outlet Works: The active outletworks is considered to be in poor condition. Thisassessment is based primarily on the inability toevaluate the condition of the conduit beneath theembankment. Also, the apparent lack of an upstream flowcontrol is considered to be a deficiency.

(4) Pond Drains: The two pond drains areconsidered to be in poor condition. This assessment isbased primarily on the lack of knowledge related tointake and conduit structural conditions.

(5) Road Drain: The road drain beneath theleft groin is considered to be in poor condition. Thisassessment is based on the observed failure of catchbasins to drain the upper groin area, and significanterosion of the lower left groin at and below the outletheadwall.

(4) Emergency Spillway: The emergencyspillway is assessed to be in good condition. Minordeficiencies should be corrected.

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(7) Spillway Design Flood: The Spillwaylow Design Floor (SDF) for the Treated Water Pond is the

Probable Maximum Flood. This SDF is required by Corpsof Engineers guidelines for an "intermediate" size,"high" hazard facility.

(8) Flood Discharge Capacity: The principalspillway discharge capacity is assessed to be "adequate".This is based on hydrologic/hydraulic computations usingthe HEC-1 Dam Safety Version computer program, thatindicated the existing reservoir/spillway system iscapable of passing in excess of 100% of PMF.

(9) Downstream Conditions: Based on visualobservations, the lack of an emergency operation andwarning plan is considered to be a deficiency.

b. Adequacy of Information: The informationavailable on design, construction, operation and perfor-mance history in combination with visual observationsand hydrologic and hydraulic calculations was sufficientto evaluate the embankment and appurtenant structures inaccordance with the Phase I Investigation guidelines.

c. Urgency: The recommendations presented inSection 7.2a and 7.2b should be implemented immediately.

d. Necessity for Additional Data/Evaluation:Additional engineering information is required toadequately evaluate the structural stability of thefacilities.

7.2 RECOMMENDATIONS

a. Additional Investigations: It is recommended,hat the owner immediately retain the services of aregistered professional engineer knowledgeable andexperienced in the design and construction of earth damsto provide an evaluation of the stability of the embank-ment and outlet facilities of the Treated Water Pond.The evaluation should include, but not be limited to,the following:

(1) Review and evaluation of observation welldata.

(2) Investigation of the flattened slope areaand adjacent swampy condition near the right end of thedam.

-28-

~ **,. I

(3) Stability calculations for ultimate poollevel conditions, if necessary.

(4) Evaluation of the operability of theprincipal spillway conduit and gate valve.

(5) Evaluation of the structural stability ofthe active outlet works conduit and the pond drainconduits.

(6) Provide means for upstream flow controlon active outlet works, Pond Drain 1 and Pond Drain 2.

b. Emergency Operating and Warning Plan: Concur-rent with the additional investigations recommendedabove, the owner should develop an Emergency Operationand Warning Plan including:

(1) Guidelines for evaluating inflow duringperiods of heavy precipitation or runoff.

(2) Procedures for around the clock surveil-lance during periods of heavy precipitation or runoff.

(3) Procedures for drawdown of the reservoirunder emergency conditions.

(4) Procedures for notifying downstreamresidents and public officials, in case evacuation ofdownstream areas is necessary.

c. Remedial Work. The Phase I Inspection of theTreated Water Pond also disclosed several other deficien-cies which should be corrected during routine maintenance.

(1) Remove trees from the upstrea anddownstream slopes of the embankment to the extent thatall roots greater than one inch in diameter are excavated.

(2) Repair wave erosion distress on theupstream slope.

(3) Mow dense vegetation on the upstream anddownstream slopes.

(4) Carefully inspect upstream and downstreamslopes and backfill all animal burrows and eroded areas.

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I K

2y

(5) Clean road drain ditch basins and regradethe surface as necessary to promote proper drainage inthe left groin.

(6) Repair the eroded areas below the roaddrain outlet structure and provide an adequate erosionresistant drainage channel.

(7) Repair the eroded area below the PondDrain 2 outlet and provide an adequate erosion resistantchannel.

(8) Replace the eroded backfill behind theemergency spillway chute's right wall and modify surfacedrainage patterns to assure the integrity of the replacedbackfill.

(9) Clean vegetal growth and debris from theemergency spillway chute.

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* ~*'..~-~-m

APPENDIX A

VISUAL INSPECTION CHECKLIST

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A16

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APPENDIX B

ENGINEERING DATA CHECKLIST

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B40

APPENDIX C

PHOTOGRAPHS

PHOTO LOCATIONS 1,8. 11.and 12 ARE NOT SHOWN

h0

SCALE: NONE NATIONAL DAM INSPECTION PROGRAM P HOTO

OR: AP IC: JEB ACKENM4SIL A ASSOCIATES CONSULTING MAPDWG. No. ego ewmtsus. INC. ENGINEERS

______No.____0__0_ VANXSVlL R0JPI t SulG PA IS 4_S

to W946COVO?*LS066 A&M *#&IT"CO PON PA L71442.1270 C

TREATED WATER POND

Photo 1 Embankment overview showing right centralportion of dam, Channel below toe of damis outlet channel from Refuse SettlingBasin.

Photo 2 Embankment Toe Area near center of dam

showing swampy conditions.

C2

TREATED WATER POND

I4-P

Photo 3 Road Drain Outlet in groin at left centerof damn.

A^

Photo 4 Road Drain Discharge2 Channel at toe ofdam.

C3

TREATED WATER POND

Photo 5 Active Outlet Works Outlet Structure showingbaffles sharp crested weir flow control.

fi " , a :4

F.

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Photo 6 Inactive Outlet Works Outlet. Pipe wasoriginally sealed but brick closure hasbeen removed.

C4

I TREATED WATER POND

Photo 7 Emergency Spillway Inlet.

Photo 8 Emergency Sillway Discharge Channel,upper end.

C5

TREATED WATER POND

Photo 9 Emergency Spillway Discharge Channeloverview.

Photo 10 Emergency Spillway Discharge Channeltraining wall showing effects of erosiondue to surface runoff.

C6

TREATED WATER POND

Photo 11 Downstream Hazards.

AU

Photo 12 Downstream Hazards.

C?

APPENDIX D

HYDROLOGY AND HYDRAULICSANALYSES

APPENDIX DHYDROLOGY AND HYDRAULICS

Methodology: The dam overtopping analysis was accom-plished using the systemized computer program HEC-1 (DamSafety Version), July, 1978, prepared by the HydrologicEngineering Center, U.S. Army Corps of Engineers, Davis,California. A brief description of the methodology usedin the analysis is presented below.

1. Precipitation: The Probable Maximum Precipita-tion (PMP) is derived and determined from regionalcharts prepared from past rainfall records including"Hydrometeorological Report No. 33" prepared by the U.S.Weather Bureau.

The index rainfall is reduced from 10% to 20% dependingon watershed size by utilization of what is termed theHOP Brook adjustment factor. Distribution of the totalrainfall is made by the computer program using distribu-tion methods developed by the Corps.

2. Inflow Hydrograph: The hydrologic analysisused in development of the overtopping potential isbased on applying a hypothetical storm to a unit hydro-graph to obtain the inflow hydrograph for reservoirrouting.

The unit hydrograph is developed using the Snydermethod. This method requires calculation of several keyparameters. The following list gives these parameters,their definition and how they were obtained for theseanalyses.

Parameter Definition Where Obtained

Ct Coefficient representing From Corpj ofvariations of watershed Engineers

L Length of main stream From U.S.G.S.channel 7.5 minute

topographic map

Lca Length on main stream From U.S.G.S.to centroid of watershed 7.5 minute

topographic map

D1

* +

Cp Peaking coefficient From Corpt ofEngineers

A Watershed size From U.S.G.S.7.5 minutetopographic map

3. Routing: Reservoir routing is accomplished byusing Modified Puls routing techniques where the floodhydrograph is routed through reservoir storage. Hydrauliccapacities of the outlet works, spillways and the crestof the dam are used as outlet controls in the routing.

The hydraulic capacity of the outlet works can eitherbe calculated and input or sufficient dimensions inputand the program will calculate an elevation-dischargerelationship.

Storage in the pool area is defined by an area-elevationrelationship from which the computer calculates storage.Surface areas are either planimetered from availablemapping or U.S.G.S. 7.5 minute series topographic mapsor taken from reasonably accurate design data.

4. Dam Overtopping: Using given percentages ofthe PMF the computer program will calculate the percentageof the PMF which can be controlled by the reservoir andspillway without the dam overtopping.

5. Spillway Discharge: The steel conduitprincipal spillway with inlet invert Elevation 1101.0was assumed to be blocked and inoperative at commencementof the SDF. The pond pool level was assumed to be atthe inlet invert of the emergency spillway (Elev. 1107.0).

wDeveloped by the Corps of Engineers on a regional

basis for Pennsylvania.

D2

HYDROLOGIC AND HYDRAULICENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: Predominately grasslandand water surface. Raw Water Pond in upper watershed.

ELEVATION TOP NORMAL POOL (STORAGECAPACITY): 1101.0 (632 acre-feet.)

ELEVATION TOP FLOOD CONTROL POOL (STORAGECAPACITY): 1110.9 (877 acre-feet.)

ELEVATION MAXIMUM DESIGN POOL: Unknown

ELEVATION TOP DAM: 1110.9 (minimum)

OVERFLOW SECTION (EMERGENCY SPILLWAY)

a. Elevation 1107.0b. Type Reinforced concrete open channelc. Width 8.5 feetd. Length N/Ae. Location Spillover Right abutmentf. Number and Type of Gates None

OUTLET WORKS (PRINCIPAL SPILLWAY)

a. Type 16 inch diameter steel conduitb. Location Near emergency spillwayc. Entrance Inverts 1101.0d. Exit Inverts Unknowne. Emergency Drawdown Facilities Unknown

HYDROMETEOROLOGICAL GAGES

a. Type Noneb. Location N/Ac. Records None

MAXIMUM REPORTED NON-DAMAGINGDISCHARGE None reported

D3

HEC-1 DAM SAFETY VERSIONHYDROLOGY AND HYDRAULIC ANALYSIS

DATA BASE

NAME OF DAM: Treated Water Pond NDI ID NO.PA 01138

Probable Maximum Precipitation (PMP) 24.2'

Drainage Area 0.06 sq. mi.

Reduction of PMP Rainfall for Data Fit 0.8 (24.2)Reduce by 20%, therefore PMP rainfall = =19.4 in.

Adjustments of PMF for Drainage Area (Zone 7)6 hrs. 102%

12 hrs. 120%24 hrs. 130%48 hrs. 140%

Snyder Unit Hydrograph ParametersZone 29*

CP 0.5Ct 1.6L 0.34 mileLea 0.12 miletp = Ct (L " Lca)0 '3 : 0.61 hours

Loss RatesInitial Loss 1 0 inchConstant Loss Rate 0.05 inch/hour

Base Flow Generation ParametersFlow at Start of Storm 1.5 cfs/sq.mi:O.09 cfsBase Flow Cutoff 0.05 x Q peakRecession Ratio 2.0

Overflow Section DataCrest Length 8.5 feetFreeboard 3.9 feetDischarge Coefficient 3.09Exponent 1.5Discharge Capacity 202 cfs

Hydrometerological Report 33"Hydrological zone defined by Corps of Engineers,Baltimore District, for determining Snyder's Coefficients(Cp and Ct).

D4

ACKENHEIL & ASSOCIATES 4ob 124L2~Q Job No.GEO Systems. Inc.

1000 Banksvi~e Road SubjectP A-T J~.1PITTSBURGH, PA. 15216 ,

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ACKENHEIL & ASSOCIATES Job ll7teA-7-do WA -4 JobNo. 7q/5%nLVGEO Systems. Inc. W

1000 Bmnksville Road ___________________+______________

PITTSBURGH, PA. 15216 II4W(412) 531-7111 made By Dote (64Date J1- a Dot

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FLOOD HYDROORAH PACKAGE (NOE-i)DAN SAFETY VERSION JULY 1978

LAST MODIFCATION 26 FE 79

1 Al NATIONAL PROGRAM FOR TIHE INSPECTION OF NON 73EhAL DMS2 A2 YDROL.OGIC AND HYDRAULIC ANALYSIS OF TREATED WATER POND3 A3 PROBABLE MAXIMUM FLOOD RI/UNIT IffDROGRPH BY SNYDER'S METHOD41 B 300 0 10 0 0 0 0 0 -4 05 B1 56 3 1 2 17 31 1. .58 K 0 1 19 K1 INFEO HYDRORAPH FOR RAW WATER POND

10 M 1 1 0.02 0.0211 P 24.2 102 120 130 14012 T 1.0 .05

13 V 0.118 0.5014 1 -1.5 -0.05 2.015 K 1 2 116 KI ROTING AT RAW WATER POND17 Y 1 118 T1 1 24.619 A 0. 3. 5. 11.20 U1108.4 1133.0 1180. 1200.21 $$1133.9 0.01 3.09 1.522 4D1133.9 3.09 1.5 1187.23 $L 90. 910. 1450.24 V1133.9 1135.3 1136.25 K 0 3 126 K1 INFLOW HYDROGRAPH FOR TREATED WATER PORDZ7 M 1 1 .011 .04128 P 21.2 102 120 130 14029 T 1.0 .0530 W 0.61 0.531 X -1.5 -0.05 2.032 K 2 4 133 K1 OMMIE OJTFLOW OF RAW WATXER POND WITH RUNOFF AT TRATE) WATER POND3 K 1 5 135 Ki JTE R O ND FOn AT TREATED WATER POND36 Y 1 137 Ti 1 777.638 $A 0. 25. 32.39 #1013.7 1107. 11410.40 # 1107.0 8.5 3.09 1.541 W1110.9 3.09 1.5 3175.42 K 99

PREVIEW OF SOrCE OF SrREAM NETWDRK CALWLATIONS

1MIMFF HIfDROGRAPH AT. 1FITE HYDROGRAPH TO 2MINDFF HYDROORAPH AT 3CBINE 2 HYDROGTAPHS AT 4ROUTE HYDROGRAPH TO 5END OF NETWORK

FLOOD HIlDAORAPH PACAGE (HEC-1)DAM SAFETY VERSION JULY 1978

LAST MODIFICATION 26 FED 79

RUN DATE: 8S 80RUN TIME: 12.11. 2

NATIONAL PROGRAM FOR THE INSPECTION OF NON FEDERAL DMSHDROLOGIC AND HYDRAULIC ANALYTIS OF TREATED WATER PONDPROBABLE MAIMON FLOOD PIe/UNIT IHDROGRAPH BY SNIDER'S IETHOD

JOB SPECIFICATIONNO NHR WIN IDAY i DiiN IETRC PLT IPT NsTAN

300 0 10 0 0 0 0 0 -41 0JOER NWT LROPT' TRACE

5 0 0 0

MtLXTI-PLAN ANALYSES TO BE PERFORMEDlLAI= I NRTITO 2 L.JRTOm 1

TIOS, 1.00 0.50

D~7.IMHg HBHHIIHgN 'N* H IHH IIN'

DELOW HTDROGRPH FOR MW WEB POND

ISTAQ icow IECON ITAPE JPLT JPRT DWE ISTAGE IAUTO1 0 0 0 0 0 1 0 0

HIDROGRAPH DATAIDO I1O TAREA SW TRSA TRPC RATIO ISNW ISME LOCAL

1 1 0.02 0.0 0.02 0.0 0.0 0 1 0

PREIP DATASPFE pHS 96 R12 R124 148 R72 R960.0 24.20 102.00 120.00 130.00 140.00 0.0 0.0

TLRWC O0MPTU BY THE PROGRAM IS 0.800

LOSS DATALROPT STK DLTKO RTIOL ERAIN STHKS RTICK STRTL CKSTl ALSX RTIMP

0 0.0 0.0 1.00 0.0 0.0 1.00 1.00 0.05 0.0 0.0

UNIT HDROGRAPH DATATPm 0.48 P,,O.50 NEA: 0

RECESSION DATASTIRET -1.50 WlCSNz -0.05 RTIOR= 2.00

UNIT HYIDROGRAPH 21 END-OF-PERIOD ORDINATES, LAG= 0.48 HOURS, C z 0.50 VOL.. 1.002. 8. 13. 13. 10. 8. 6. 4. 3. 2.2. 1. 1. 1. 1. 0. 0. 0. 0. 0.0.

0 DID-OF-PERIOD FLOWMO.DA I.HRL PERIOD RAIN EKCS LOSS COM Q ID.DA HR.th4 PERIOD RAIN EUCS LOSS CP Q

SM 27.10 24.68 2.42 1920.( 688.)( 627.)( 61.)( 54.37)

HYDROGRAPH ROUTING

ROUTING AT RAW WATER POND

ISTAQ ICOP IECON ITAPE JPLT JPRT INAME ISTAGE IAUTO2 1 0 0 0 0 1 0 0

ROUTING DATAQlSS CLOSS AVG IRES ISAME IOPT IMP LSTR

0.0 0.0 0.0 1 1 0 0 0

-ETPS NSTDL LAG AMSK x TS( STORA ISPRAT1 0 0 0.0 0.0 0.0 25. 0

SWFAM AREA: 0. 3. 5. 11.

CAPACITX 0. 25. 211. 367.

EfVATIOI= 1108. 1133. 1180. 1200.

CREL. SWID ODOW EPW KEZVL OO CAREA CPL1133.9 0.0 3.1 1.5 0.0 0.0 0.0 0.0

DAM DATATOPEL OWD WXD DAMhI1133.9 3.1 1.5 1187.

CRST LENGTH 90. 910. 1450.

AT On BELOW/

KPVATION 1133.9 1135.3 1136.0

PEAK W1FLW IS 90. AT TIME 40.17 HOURS

PEAK OUFLQ iS 44. AT TIME 40.17HOURS

N NHf6N N..H H

p8 1.- -- ':- ...--. ______________

SUB-ARFA RUNOFF CO4PUTATION

IFL HIDROGRAPH FOR TREATD WATER PONt)

ISTAQ ICCMP IECON ITAPE JPLT JPRT INME ISTAGE IAUT3 0 0 0 0 0 1 0 0

HEDROGRAPH DATA11DG IG TAREA SNAP TRS)A TRSC RATIO ISNOW ISAME LOCAL

1 1 0.04 0.0 0.04 0.0 0.0 0 1 0

PREIP DATAPFE pNs R6 R12 R24 R48 R72 R96

0.0 24.20 102.00 120.00 130.00 1140.00 0.0 0.0TP V GMMPI BY TIE PROGRA4 IS 0.800

LOS DATALROP STMR DLTIK RTIOL ERAIN SrK RTIOK STRTL OWL ALSC RT

0 0.0 0.0 1.00 0.0 0.0 1.00 1.00 0.05 0.0 0.0

UNIT HYDROGRAPH DATATPx 0.61 P--0.50 lTA=z 0

RMESSIN DATA3137G. -1.50 QI(CN- -0.05 RTIOR- 2.00

UNXT ITfDROGRAPH 29 D-OF.PERCD OIWDINATS, LAG= 0.62 HOURS, CP= 0.50 VOL= 1.003. 9. 17. 21. 19. 16. 13. 10. 9. 7.6. 5. 4. 3. 3. 2. 2. 1. 1. 1.1. 1. 1. 0. 0. 0. 0. 0. 0.

0 3l)-O-PERIOD FLOMV.DA HR.? PERIOD RAIN E S S COW Q MD.DA HR.Pt PERIOD RAIN EMCS LOSS COW Q

SM 27.10 214.68 2.42 3817.(688.)( 627.)( 61.)( 108.0c

OMINE OUTFLOW OF RAW WATER POND WITH RUNOFF AT TREATE) WATER POND

LSTAQ IOOMP IM)ON ITAPE JPLT JPRT DIME ISTAGE IAUTO4 2 0 0 0 0 1 0 0

MMDOWIAPH ROUTING

ROUTE OMMMW FLOWS AT TREATED WATER POND

ISTAQ ICO? MON ITAPE JPLT JPRT INAME ISTIAGE IAUTO5 1 0 0 0 0 1 0 0

UTIE DATAl CJSO AVG L M SAME IOPT IPM LSTR0.0 0.0 0.0 1 1 0 0 0

JTPS IUTDL LAG AIU X TS STORA ISPRAT

1 0 0 0.0 0.0 0.0 778. 0

SURFACE AREA& 0. 25. 32.

CAPACIT!: 0. 778. 1716.

MEJATIONs 10114. 1107. 11140.

URL SPWID c0w Ew lEVL s.CO. CAtEA SPL1107.0 8.5 3.1 1.5 0.0 0.0 0.0 0.0

DAN DATATOL C0W ED DAMIID

1110.9 3.1 1.5 3475.

PIB OuFLOI IS 72. AT TIM 142.67 HOURS

PIt OUqm IS 28. AT TIM 142.683 HIR

*"Gets*"D9 is

PEAK FLW AND STORAGE (END OF PERIOD) SMA FOR MULTIPLE PAN-RATIO EONOIC C1MPUTATIONSRms IN CUBIC FEET PER SEOND (CUBIC mm PER SOND)

AREA IN SQUARE MILES (SQUAX JIa 0MM )

RATIOS APPLIH) TO Ld

OPERTION STATION AE PLAN RATIO I RATIO 2

1.00 0.50

HYDROGRAPH AT 1 0.02 1 92. 416.( 0.05) ( 2.61)( 1.30)(

Ro=TO 2 0.02 1 90. 44.0.05) ( 2.56)( 1.23)(

H, ARGRAPH AT 3 o.04 1 160. 80.0.10) ( 4.54)( 2.27)(

2 COMI 1E 0.06 1 251. 124.0.16) ( 7.10)( 3.51)(

ROUTE TO 5 0.06 1 72. 26.0.16) ( 2.05)( 0.79)(

5*1MARY OF DAM SAJEY ANALYSIS

RAW WATER POND

............... INITIAL VALUE SPILAIYA CREST TOP OF DAMLEVATION 1133.00 1133.90 1133.90STORAGE 25. 27. 27.

CIUFLO 0. 0. 0.

RATIO MAXIMU MAXIMUM Kkumm MAXIWR4 DURATION TIME OF TIME OFOF RESERVOIR DEPTH STORAGE OUTFL0 OVER TOP MAX Ot,"FLOW FAILURE

PW W.S.ELEV OVER DAN AC-FT CPS HOURS IOURS HOWRS

1.00 11314.22 0.32 28. 90. 16.50 40.17 0.0

0.50 1134.12 0.22 28. 14. 12.67 40.17 0.0

SUAR OF DAN SAFETY ANAL'SIS

TREATED WATER POND

PLN 1 ............... INITIAL VALUE SPILLAY CREST TOP OF DAM

LEVATION 1107.00 1107.00 1110.90

STORAGE 778. 778. 877.OTFLO. 0. 0. 202.

RATIO MAXIMUM MAXIMUM MAMUM MAXINM DURATION TIM OF TIN OF

OF RESERVOIR DEPTH STORAGE OTLOTR OVER TOP MAX OUTFLOW FAILR

FIP W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HXRS

1.00 1108.97 0.0 827. 72. 0.0 42.67 0.C

0.50 1108.04 0.0 804. 28. 0.0 42.63 0.0

DI 0

Sheet of

ACKENHEIL & ASSOCIATES Job T FAE',)r (,UT. oAID Job No. 7Y/63 LGEO Systems, Inc. T 41000 Banksville Road Subject - G

PITTSBURGH, PA. 15216 9: ^-PA0-( 4 1 2 ) 5 3 1 -7 1 1 1 M o d __ _oc e dD t e _ _ _ _

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APPENDIX E

PLATES

LIST OF PLATES

Plate I Regional Vicinity Map.

Plate II Maple Creek Mine - Ginger Hill Shaft, MineWater Treatment Facilities, Plan.

Plate III Facility Plans, Mine Water TreatmentFacilities, Ginger Hill Shaft - MapleCreek Mine.

Plate IV Maple Creek Mine - Ginger Hill ShaftMine Water Treatment Facilities, Cross-Sections.

Plate V Maple Creek Mine - Ginger Hill Shaft MineWater Treatment Facilities, Cross-Sections.

Plate VI Maple Creek Mine - Ginger Hill Shaft MineWater Treatment Facilities, Cross-Sections.

Plate VII Maple Creek Mine - Ginger Hill Shaft MineWater Treatment Facilities, Cross-Sections.

Plate VIII Maple Creek Mine - Ginger Hill Shaft, MineWater Treatment Facilities, Cross-Sections.

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APPENDIX F

GEOLOGY

GEOLOGY

Geomorphology

The Treated Water Pond is located within the PittsburghPlateau section of the Appalacian Plateau PhysiographicProvince. This area is characterized by essentiallyflat lying sedimentary rocks which have been deeply cutby streams to form steep sided valleys. The TreatedWater Pond is located near the head of an unnamedtributary to Sawmill Creek. The valley bottom of theunnamed tributary is about 200 feet below the adjacentridges. The rounded hilltops of these ridges are atElevation 1200 to 1300 feet, and in a regional sense arepart of a broad, undulating plateau.

Stratigraphy

General: The Treated Water Pond is located along thestratigraphic boundary of the Monongahela Group ofPennsylvania Age and the Dunkard Group of Permian Age.The Waynesburg Coal Seam, which marks the stratigraphicboundary between these two groups, outcrops near the damsite.

Mining Activity: The Waynesburg Coal Seam has beenstrip mined extensively in this area. The PittsburghCoal Seam, located about 300 feet below the dam, hasbeen extensively deep mined.

Rock Types: Bedrock, which immediately underlies thesite, consists of sandstones and shales.

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DATE SEPT SIETED.WATER.PONDI CEIEI SOIAE OSUTN A

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A-AAU91 256 ACKENHEIL .AND ASSOCIATES INC PITTSBURGH … · (4) Pond Drain: Two pond drains...

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Transcript of A-AAU91 256 ACKENHEIL .AND ASSOCIATES INC PITTSBURGH … · (4) Pond Drain: Two pond drains...