AD-AOB7 915 NOODWARO-CLYOE CONSULTANTS PLYMOUTH MEETING PA F/S 13u13NATIONAL DAM INSPECTION PROGRAM. AUBURN DAM (NDS S.D. NUMBER PA--ETC(U)JUN GO DACW31-80-C-O018

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WOODWARD-CLYDE CONSULTANTS

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DISCLAIMER NOTICE

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

DELAWARL RIVER BASIN I'

AUBURN DA, ,CH,.LKi.,.COUNTYPENNSYLVANIA)• 'I

DERS flP 0' AV670,DER Iai IM54-163)

PHASE I INSPECTION REPORT.

5,S 5120 BuIEtIle Pe N~

Plymouth Meeting, oensyani 96

Prepared by: ,

WOODWARD-CLYDE CONSULTANTS5120 Butler Pike

Plymouth Meeting, Pennsylvania 19462

Submitted to:

DEPARTMENT OF THE ARMYBaltimore District, Corps of Engineers

Baltimore, Maryland 21203

JUNE 1980

' L ow

PREFACE

This report is prepared under guidance contained in theRecommended Guidelines for Safety Inspection of Dams for Phase IInvestigations. Copies of these guidelines may be obtained from theOffice of the Chief of Engineers, Washington, D.C. 20314. The purpose ofa Phase I investigation is to expeditiously identify those dams which maypose hazards to human life or property. The assessment of the generalcondition of the dam is based upon available data and visual inspections.Detailed investigations, testing and detailed computational evaluationsare beyond the scope of a Phase I investigation; however, theinvestigation is intended to identify the need for more detailed studies.

In reviewing this report, it should be realized that thereported condition of the dam is based on observations of field conditionsat the time of inspection along with data available to the inspectionteam. In cases where the reservoir was lowered or drained prior toinspection, such action, while improving the stability and safety of thedam, removes the normal load on the structure and may obscure certainconditions which might otherwise be detectable if inspected under thenormal operating environment of the structure.

It is important to note that the condition of a dam depends onnumerous and constantly changing internal and external conditions, and isevolutionary in nature. It would be incorrect to assume that the presentcondition of the dam will continue to represent the condition of the dam atsome point in the future. Only through frequent inspections can unsafeconditions be detected, and only through continued care and maintenancecan these conditions be prevented or corrected.

Phase I inspections are not intended to provide detailedhydrologic and hydraulic analyses. In accordance with the establishedGuidelines, the spillway design flood is based on the estimated "ProbableMaximum Flood" 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 the sizeof the dam, its general condition and the downstream damage potential.

JIM

ispecial

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

Name of Dam: Auburn DamCounty Located: Schuylkill CountyState Located: PennsylvaniaStream: Schuylkill RiverCoordinates: Latitude 400 36.5'

Longitude 760 6.4'Date of Inspection: May 1, 1980

Auburn Dam is owned by the state of Pennsylvaniaunder the jurisdiction of the Department of EnvironmentalResources, ')ffice of Resource Management. The dam, builtunder Pernylvania Act 441, entitled "Schuylkill River Act",was completed in October 1950. Visual inspection of theexposed sections of the dam ind rev it,, Ll the linmited avali,,blc dataand simplified calculations presented in Appendices D and Gindicate that Auburn Darn is in good condition. It is notedthat the entire spillway and apron were submerged and couldnot be inspected. Therefore, a complete visual assessment ofthe structure could not be performed.

In accordance with criteria established by Federal(OCE) Guidelines, the recommended spillway design flood forthis "Intermediate" size dam and "High" hazard potentialclassification is the Probable Maximum Flood (PMF).

Calculations presented in Appendix D indicate thatte structure will pass about 89 percent of the PMF withoutovertopping the embankment. Therefore, the spillway systemfor this structure is considered to be "Inadequate" but not"Seriously Inadequate"

It is recommended that the following items of

routine maintenance and surveillance be undertaken as soon aspractical.

(') The remaining trees and brush on the left earthembankment section should be removed.

(2) Damaged pilasters should be repaired to prevent lossof support to the hand railing on the top of thedam.

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S-- s.4

AUBURN DAM, NDS I.D. No. PA 00670

(3) Surficial joint deterioration of the right non-overflow section should be periodically inspected.If deterioration of these zones becomes excessive,they should be cleaned and patched.

(4) Seepage through the right non-overflow sectionshould also be periodically monitored and evalu-ated. Repairs to deteriorated joints caused byseepage would include sealing of the structure/joint from the upstream side of the dam.

An operation and maintenance manual for small damshas been prepared by the Department of Environmental Re-sources, Division of Completed Projects, Bureau of Operations.Portions of the manual apply to this structure. It isimportant that persons concerned with the structure arefamiliar with the procedures contained in the manual. Sincethere are no formal warning procedures for this structure, oneshould be developed to warn downstream residents of impendinghigh flows.

Mary F. Beck, P.E. iate-Pennsylvania Registration 27447EWoodward-Clyde Consultants

Jo---F rederick, Jr., P F DateMar9 an Registration 7301.WoodQw,-Clyde Consultants

APPROVED BY. :

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TABLE OF CONTENTS

PAGE

Preface iAssessment and Recommendations iiOverview Photograph iv

SECTION 1- PROJECT INFORMATION1.1 General 11.2 Description )f Project 11.3 Pertinent Ddca 4

SECTION 2 - ENGINEERING DATA2.1 Design 62.2 Construction 62.3 Operational Data 62.4 Evaluation 6

SECTION 3 - VISUAL INSPECTION3.1 Findings 73.2 Evaluation 9

SECTION 4 - OPERATIONAL PROCEDURES.4.1 Procedures 104.2 Maintenance of the Dam 104.3 Maintenance of Operating Facilities 104.4 Warning Systems In Effect 104.5 Evaluation 10

SECTION 5 - HYDROLOGY/HYDRAULICS5.1 Evaluation of Features 11

SECTION 6 - STRUCTURAL STABILITY6.1 Evaluation of Structural Stability 14

SECTION 7 - ASSESSMENT/REMEDIAL MEASURES7.1 Dam Assessment 167.2 Remedial Measures 16

APPENDIXA Visual InspectionB Engineering Data, Design, Construction

and OperationC PhotographsD Hyd rology/Hyd raul icsE PlatesF GeologyG Stability Analysis

V

PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

AUBURN DAMNATIONAL ID NO. PA 00670

DER NO. 54-163

SECTION 1PROJECT INFORMATION

1.1 General.

a. Authority. The Dam Inspection Act, Public Law92367, authorized the Secretary of the Army, through the Corpsof Engineers, to initiate a program of inspection of damsthroughout the United States.

b. Purpose. The purpz~se of the inspection is todetermine if the dam constitutes a hazard to human life orproperty.

1.2 Description of Project.

a. Dam and Appurtenances. Auburn Dam was constructedacross the Schuylkill River to form a desilting basin as partof the Schuylkill River Project, Pennsylvania Act 441. It isa concrete gravity structure consisting of a central 500 footlong ogee spillway section, non-overflow concrete sections at

* each end of the spillway, and a 120 foot earth embankmentbeyond the left non-overflow section. The overall length ofthe dam is about 820 feet.

The ogee gravity spillway, crest elevation 473, hasa maximum design base width of about 61 feet and a maximum

4 design height from the foundation to the crest of the non-overflow section of 58 feet. The maximum design height of thespillway crest above the downstream apron elevation is 39feet, and the maximum design height of the non-overflow crestabove the downstream apron is 51 feet. The bucket at thedownstream toe of the spillway has a radius of 14 feet and athickness of five feet, extending about 14.6 feet downstreamfrom the projected toe of the ogee weir. The downstream aprondesign elevation is seven feet above the foundation elevation.As-built drawings or dimensions are not available to determinethe actual heights or base width of the gravity sections,which are dependent on the foundation conditions encounteredduring construction. The "Final Report of the Schuylkill

Project Engineers on Schuylkill River, Pennsylvania, 1947-

K1

1951" states: "The maximum height of the dam is 46 feet ofwhich about 28 feet are below the original river bed."Assuming the top of culm (Plate 2, Appendix E) as originalriver bed, the foundation elevation would be 426. Taking"height of dam" to mean spillway crest, the foundationelevation would be 427.

The dam foundation design included grouting withholes extending 25 feet below the foundation in a single lineon five foot centers at the heel of the spillway and non-overflow sections. The cement grouting was apparently to bedone after the gravity structure was constructed.

The gravity non-overflow sections at each end of thespillway have a width of eight feet for the top nine feet,plus concrete curbs which add an additional two feet of widthnear the top. Below the eight foot wide section, thedownstream base batters at 6.5 on 10, and the upstream basehas a batter of 1 on 20. The right non-overflow section hasbeen backfilled with rock spoil and the left non-overflowsection has been backfilled with zoned materials protected byderrick stone; see Plates 3 and 4, Appendix E.

Beyond the left non-overflow section is an earthembankment which ties the non-overflow section to naturalground. The earth embankment has a top width of about 30

feet. The upstream, central and core trench portions of theembankment are constructed of impervious fill, and thedownstream portion is constructed of pervious fill. Bothupstream and downstream slopes are 3H:IV and are protected byrock spoil. The core trench is 10 feet wide at the bottom, andboth upstream and downstream slopes are 1.25H:IV.

The right non-overflow section is tied to the rightabutment by a backfill zone approximately 25 feet in length.Impervious fill was used for the upstream and centralportions, and pervious fill for the downstream portion. Thereis no core trench beneath the backfill. A one foot thicklayer of rocR spoil protects the slopes and the crest.

b. Location. The dam is located on the SchuylkillRiver, approximately one mile northwest of Auburn, Pennsyl-vania, in South Manheim and West Brunswick Townships, Schuyl-kill County, Pennsylvania. The site is shown on the USGSQuadrangle entitled "Auburn, Pennsylvania" at coordinates N400 36.5' W 760 6.4'. A regional location plan of Auburn Damis enclosed as Plate 1, Appendix E.

C. Size Classification. The dam is classified as an"Intermediate" size structure by virtue of its estimated 51foot height and 4,500 acre-foot total storage capacity.

2

d. Hazard Classification. A "High" hazard classi-fication is assigned consistent with the potential forextensive property damage and possible loss of life along theSchuylkill River downstream of the dam.

e. ownership. The dam is owned by the Department ofEnvironmental Resources, Office of Resource Management. Allcorrespondence should be sent to Resources Management, Bureauof Operations, Department of Environmental Resources, PostOffice Box 1467, Harrisburg, Pennsylvania 17120.

f. Purpose of Dam. The purpose of this dam is tocreate a desilting basin, originally to trap coal sediment.

g. Design and Construction History. Auburn Dam wasconstructed as a result of Pennsylvania Act 441, "SchuylkillRiver Desilting Project", June 1945. Auburn Dam is one of aseries of several dams along the Schuylkill River constructedto form desilting basins to trap coal sediment carried by theriver.

On September 3, 1947, Sprague & Henwood, Incorpo-rated, was awarded the contract to provide test borings atseveral sites along the Schuylkill River as part of the

*Schuylkill River Project. All test borings were completed byFebruary 11, 1948. Justin & Courtney* and. Albright & Friel**,both of Philadelphia, Pennsylvania, were the engineers respon-sible for designing the dams across the Schuylkill River.Auburn Dam was constructed by the Arthur A. Johnson Corpora-tion under Contract No. 35, Pennsylvania GSA No. 100-12.During the early stages of excavation, it was found that amore satisfactory foundation existed 45 feet downstream fromthe original site as determined from the core boring!.. Thedecision was made to move the site of the dam downstream to

*take advantage of the better foundation conditions. The damis founded on a "dike of sandstone" approximately 60 feetwide.

The dam was constructed in two stages by the use ofcofferdams and diversion channels. The right half of the damwas constructed first with diversion of the river through atemporary diversion channel and construction of an earth dikecofferdam. During the second stage of construction, the riverwas diverted by means of three 4 x 5 foot conduits through thecompleted spillway section near the right side. To providef or overflow during high water, the three upper five foot

*Justin & Courtney is now a division of O'Brien & Gere,Syracuse, New York.

**Albright and Friel has sinced merged with Betz-Converse-Murdoch-Inc., Plymouth Meeting, Pennsylvania.

3

lifts of one monolith section of the first stage constructionwere not poured until after the other monoliths were com-pleted. After construction, the three conduits were closedoff at the upstream end with concrete stoplogs. The finalstoplogs were placed October 26, 1950. The dam was completedon October 31, 1950, for a total cost of $1,396,939.80.

h. Normal Operatin.g Procedures. All water flows overthe weir of the spillway.

1.3 Pertinent Data.

A summary of pertinent data for Auburn Dam is

presented as follows.

a. Drainage Area (square miles) 157

b. Discharge at Dam Site (cfs)Maximum Known Flood UnknownAt Top of Non-overflow Section 82,670

c. Elevation (feet above MSL)Top of DamExisting 485.2Design 485.0

Spillway Crest 473.0Normal Pool 473+Tailwater (5/1/80) (1) 451.0Downstream Apron (toT(1) 434tFoundation Elevation'' 427t

d. Reservoir (feet)Length at Normal Pool 12,000Fetch at Normal Pool (est) 2,500Length at Maximum Pool (est) 16,000

e. Storage (acre-feet)Normal Pool 1,900At Top of Non-overflow (est) 4,500

f. Reservoir Surface (acres)Normal Pool 186

g. Dam DataType Concrete gravity w/

zoned earth embank-ment at left end

(1) Based on discussion contained in Section 1.2, paragraph

a.

4

Length 820 feetHeight t~ove downstreamapron) 51± feet

Crest Width (concretenon-overflow section) 8 feet

VolumeConcrete 32,000 cubic yardsEarth 10,000 cubic yards

Cutoff Core trench w/imper-vious backfill be-neath embankment atleft end

Grout Curtain Single line groutcurtain at heel ofgravity sections

h. SpillwayType Concrete ogee weirElevation 473.0 feetLength 500 feet

(1) See note on previous page.

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SECTION 2ENGINEERING DATA

2.1 Design.

a. Data Available. A summary of engineering data forAuburn Dam is presented in the checklist attached as AppendixB.

b. Design Features. Principal design features areillustrated on the plan, profile and cross-sections of thisstructure, and are enclosed in Appendix E as Plates 2 through8. These plates are reproduced from drawings supplied by theDepartment of Environmental Resources (DER). A description ofthe design features is presented in Section 1.2, entitled"Description of Project".

2.2 Construction.

A description of the construction history is pre-sented in Section 1.2.

2.3 Operational Data.

There are no operational records maintained. Sinceall flow passes over the overflow section, there are nominimum flow requirements downstream.

2.4 Evaluation.

a. Availability. All engineering data reproduced inthis report and studied for this investigation were providedby the Pennsylvania DER, the Bureau of Dam Safety and theBureau of Operations.

b. Adequacy. The data included in state files andinformation received from representatives of the Office ofResource Management were sufficiently adequate to evaluate thedesign features of the dam, with the exception of the spillwayadequacy rating, and no stability analysis was provided.

c. Validity. There is no reason to question thevalidity of the available data.

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SECTION 3VISUAL INSPECTION

3.1 Findings.

a . General. Observations and comments of the fieldinspection team are contained in the checklist enclosed hereinas Appendix A, and are summarized and evaluated as follows.In general, the ogee section, non-overflow sections andearthen sections of the facilities appear to be in goodcondition and well maintained. At the time of the inspection,the river was flowing at a normal rate over the spillway, andthus, the ogee section and downstream apron of the spillwaycould not be inspected.

b. Dam. The vertical alignment of the non-overflowsections and earthen embankment was checked and is presentedon sheet 5B of 11, Appendix A. There were no distortions inalignment or grade that would be indicative of eitherhorizontal movement of the monoliths or embankment section ordeep seated movement within the foundation.

1. Concrete Non-overflow Sections. The exposedportions of concrete of the non-overflow sections and spraywalls were inspected and found to be in good condition. Therewere no changes in alignment or apparent rotation that wouldbe indicative of foundation movement. Surf icial concretedeterioration was limited to the railing pilasters on bothleft and right non-overflow sections, as shown in Photograph8, and along some expansion joints on the right spray wall, asshown in Photograph 7. visible on the outside spray wallsurface and downstream gravity section of the right overflowsection were leachate deposits, shown in Photographs 4 and 5,indicating a long-term leakage/seepage through the concrete.The leachate deposit shown in Photograph 6 is approximately 18inches long, nine inches wide and nearly an inch thick.

The bottoms of concrete pilasters supporting rail-ing posts have spalled off, as shown in Photograph 8, and somehave been repaired within the last year. Surface cracks ofthe pilasters and walkway and around the railing posts havebeen sealed with bituminous material. The long-term existenceof these cracks is demonstrated by the buildup of leachate atthe bottom of at least one of them, which had water leakingout at the time of the inspection. This water is assessed tobe rainwater. These cracks are routinely sealed in an effortto prevent freezing damage in the winter. Railings haverecently been painted with aluminum paint.

7

The backfill1 around the r ight non-ove rf low sect ionand the adjacent embankment, shown in Photograph 3, appears tobe in good condition with no significant erosion or sloughing.The fill around the left non-overflow section is protected byderrick stone, shown in Photograph 11, which ranges from fourto eight feet thick. It is noted that the interstices of thislarge stone are not filled with smaller stone. The derrickstone was designed to overlay a two foot thick layer of rockspoil, which in turn overlies a one foot thick layer of gravelbedding. A small amount of erosion was noted at thedownstream toe of the left spray wall, shown in Photograph 15,probably resulting from a combination of wave action and foot

traf fic.

2. Left Embankment Section. There were nodistortions in alignment or grade that would be indicative ofdeep seated movement of the embankment or foundation. Thevertical profile is included on sheet 5B of 11 , Appendix A.The crest, shown in Photograph 10, is unprotected by vegeta-tion or rock spoil, and is slightly rutted by vehicle tiretracks. Near the *Junction of the earth embankment crest withthe concrete non-overflow section were depressions filled withstanding rainwater. Some trees and brush have been removedfrom the earth embankment adjacent to the non-overflowsection, but both upstream and downstream embankment slopesare still covered with trees and light underbrush, as shown inPhotograph 13. Rock spoil is visible underwater on theupstream side and is also evident under the forest litter onthe upstream and downstream slopes. Minoi erosion/settle-ment/vandalism appears to have occurred above the junction ofderrick stone and rock spoil on the downstream slope. Thejunctions with the abutment are in good condition, bothupstream and downstream. The downstream junction of the leftembankment with the abutment is shown in Photograph 14. Noseepage was noted at the toe of either the embankment sectionor the backfilled areas of the concrete non-overflow sections.

The dam was formerly lighted at night, and the baseof a sawed-off timber utility pole remains in the embankmentcrest near the concrete left non-overflow section. Earlierthis year, the utility pole had been cut off flush with theembankment. Apparently, vandals have tried to remove theelectrical cable, and a hole has been dug at the base of theutility pole.

C. Appurtenant Structures.

The exposed portions of the ogee spillway werelimited to the spray walls of the structure. Water flowingover the spillway crest was smooth with no indications ofcracks or displacements between the monoliths, as shown inPhotograph 1.

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d. Reservoir. At the time of the inspection, thereservoir was at normal pool, and the slopes to the water'sedge were well vegetated and stable. The reservoir ispresently being dredged, and it is expected that about 200,000cubic yards of material will be removed from the pool thissummner. It is estimated that the pool capacity is presentlyreduced by about 20 percent by sediment accumulation.

e. Downstream Channel. The natural channel below thedam is the Schuylkill River, which appears to be in goodcondition with stable banks and a minimum amount of scour.

3.2 Evaluation.

Inspection of the dam and appurtenant facilitiesdisclosed no evidence of apparent past or present movementthat would indicate an existing instability of the dam. Sinceflow was passing over the spillway at the time of theinspection, the toe of the spillway could not be inspected forundermining, scour or the condition of the apron section.There is no evidence to suggest that the observed seepagethrough the right non-overflow section is detrimental to

f structural stability at this time. All exposed structuralfeatures of the dam were observed to be in good condition.Trees and brush should be removed from the earth embankmentand the slopes restored to their original condition. Althoughno embankment conditions, apparent erosion or depressions aresufficiently serious to require immediate repair, good prac-tice would indicate repairs on a routine basis. As in thepast, damaged pilasters should be repaired to prevent poten-tial loss of support to the hand railing on the top of the dam.The effects of seepage through the right non-overflow sectionshould be periodically monitored and evaluated.

9

SECTION 4OPERATIONAL PROCEDURES

4.1 Procedures.

Operation of the dam does not require a dam tender.All flow discharges directly over the ogee section anddownstream into the Schuylkill River.

4.2 Maintenance of the Dam.

The dam is inspected yearly by the Department ofEnvironmental Resources (DER), Bureau of Operations, inHarrisburg. The local Schuylkill River Project officeprovides routine maintenance of the structure, which includesremoval of debris, painting and sealing of any surficialc rac ks.

4.3 Maintenance of Operating Facilities.

There are no mechanical devices or operating facili-ties to maintain for this structure.

$ 4.4 Warning Systems In Effect.

According to DER's representative during the time ofthe inspection, there are no formal warning proceduresassociated with Auburn Dam.

4.5 Evaluation.

Since there are no operating facilities and sincethe dam does not require a dam tender, it is judged that thecurrent operating procedure is a satisfactory method ofoperating the dam. Since a warning procedure does not exist,it is recommended that one be established.

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SECTION 5HYDROLOGY/HYDRAULICs

5.1 Evaluation of Features.

a. Design/Evaluation Data. No original design data werelocated. Some evaluation data were available in state files,and additional calculations for this investigation are pre-sented in Appendix D.

The large, irregularly shaped watershed is about 14miles long and ranges from 8 to 18 miles wide, having a totalarea of 157 square miles. Elevations range from 1,757 in theupper reaches to 473 at the weir elevation. This portion ofthe Schuylkill River Watershed has higher average rainfall andsteeper topography than the lower portions of the river,producing a higher runoff. In the watershed above Auburn Damare over 20 dams, generally concentrated in the upper portionsof the watershed. One of the largest dams is located on PlumCreek about two miles above Auburn reservoir.

The total drainage area is less than 25 percentdeveloped and about 75 percent wooded. Coal lands comprisedabout 76 square miles of the Schuylkill River Watershedconcentrated in the extreme upper reaches. The originalsediment problem was created by coal processing methods and,during every rainfall, considerable amounts of silt erode from"culm piles", or mine waste piles. It is not expected thatrunoff characteristics will change significantly in the nearfuture.

The only information concerning spillway capacityis limited to statements in the "Final Report of theSchuylkill River Engineers on the Schuylkill River, Pennsyl-vania, 1947 - 1951", and an evaluation located in Departmentof Environmental Resources (DER) files. The design engineersindicate that the design depth of water on the crest was 12feet, producing a maximum spillway capacity of 75,000 cfs. Amemorandum in DER files indicates that the maximum spillwaycapacity is 79,000 cfs, based on a weir coefficient of 3.8.

In accordance with criteria established by Federal(OCE) Guidelines, the recommended spillway design flood forthis "Intermediate" size dam and "High" hazard classificationis the Probable Maximum Flood (PMF).

b. Experience Data. Reservoir levels are not main-tained for this dam, and there are no estimates of previoushigh water levels.

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C. Visual Observations. On the date of the inspection,there were no conditions observed that would indicate areduced spillway capacity during an extreme event. Observa-tions regarding the condition of the downstream channel,spillway and reservoir are located in Appendix A and discussedin greater detail in Section 3.

d. Overtopping Potential. This structure was evalu-ated by the use of the "HEC-l, Dam Safety version" computerprogram. A brief description of the program is included inAppendix D. The presence of upstream dams has been conserva-tively neglected in computing the inflow hydrograph for AuburnDam. The dam on Plum Creek has a drainage area of about threesquare- miles and is not a flood control* dam. Therefore, itwill have a negligible effect on the PMF inflow hydrograph toAuburn Dam. The HEC-1 computed peak PMF inflow is about93,800 cfs. Calculations for this investigation indicate thatthe maximumn spillway capacity is about 82,670 cfs. Floodrouting through the reservoir indicates that the earthembankment portion will be overtopped by about one foot duringthe f ull PMF event. Calculations indicate that the spillwayis capable of passing about 89 percent of the PMF withoutovertopping the embankment. The outflow from Auburn Dam wasrouted downstream to estimate the likelihood that the weirwould be submerged during the spillway design storm. Amaximum stage of 473 feet at the downstream section during thePMF indicates the maximum spillway capacity would not beappreciably reduced by submergence of the weir.

e. Spillway Adequacy. As the spillway will not passthe full PM'F without overtopping the embankment, but passesmore than one-half the PMF without overtopping the structure,the spillway is rated as "Inadequate" but not "SeriouslyInadequate".

f. Downstream Conditions. About 400 feet downstream ofthe dam, the Schuylkill River passes under the railroad bridgeshown in Photograph 16. About 1.5 miles farther downstream,the Schuylkill River flows under the Route 895 highway bridgeat Auburn, Pennsylvania. Auburn itself is built about 40 feetabove the Schuylkill River floodplain. Across the river fromAuburn is an industrial complex, shown in Photograph 17.Industrial buildings and at least one house at that locationwould be damaged in the event of a sudden failure of the dam.About eight river miles downstream of Auburn Dam is PortClinton. Port Clinton is located at the confluence of theSchuylkill River and the Little Schuylkill River, immediatelyupstream of the point where the two combined rivers flowthrough a gap in the Blue Mountain Ridge. Portions of Port

12

Clinton are built within 20 feet above the river bank. Thegap in the mountain ridge forms a constriction, possiblycausing backwater effects at Port Clinton. Were the dam tofail, particularly not as a result of overtopping during anextreme event, extensive property damage and loss of lifewould occur, justifying a "High" hazard potential rating.

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SECTION 6STRUCTURAL STABrILITY

6.1 Evaluation of Structural Stability.

a. Visual Observations. Visual observations detectedno evidence of existing or impending instability of thestructure. All exposed items of the structure were inspectedand found to be in good condition, except for deterioratedrailing pilasters, minor surficial concrete deterioration andconstruction joint deterioration caused by seepage. However,the entire ogee section was covered with water and could notbe thoroughly inspected. There was no distortion along thespillway crest to infer excessive scour downstream, monolithdisplacement or structural deterioration of the ogee section.Spaces were noted between the derrick stone on the downstreamsection and the embankment portion, most likely as a result ofvandalism, but it is judged that this would not have asignificant effect on the stability of the structure in theevent it is overtopped.

Construction joint deterioration is occurring with-in the right non-overflow section and spray wall as evidencedby leachate deposits. There is no evidence detected by visualinspection that the structural-integrity of the structure hasbeen affected.

b. Design and Construction Data. No design calcula-tions or as-built drawings were availaible from which to assessthe stability of the overflow and non-overflow sections of thedam. Based on a review of the design drawings, the visualappearance of the structure, and a simplified stabilityanalysis presented in Appendix G, the stability of the dam isjudged to be adequate. Although the resultant falls outsidethe middle third of the base, toe pressures are not consideredexcess ive.

C. OperatinS Records. There are no operational recordsfor this structure.

d. Post-Construction Changes. Since the completion ofthe dam in 1950, there have been no modifications made to thisstructure.

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e. Seismic Stability. The dam is located in SeismicZone 1. Normally it can be considered that if a dam in thiszone is stable under static conditions, it can be assumed safefor any expected earthquake conditions. Since the dam isassessed to be stable under static loading conditions at thepresent time, it can also reasonably be considered to bestable under seismic loading conditions.

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SECTION 7ASSESSMENT/REMEDIAL MEASURES

7.1 Dam Assessment.

a. Evaluation. Visual inspection of the exposedsections of the dam and review of the limited available dataindicate that Auburn Damn is in good condition. It is to benoted that the entire spillway and bucket were submerged andcould not be inspected. Therefore, a complete visualassessment of the structure could not be performed.

In accordance with criteria established by Federal(OCE) Guidelines, the recommended spillway design flood forthis "Intermediate" size dam and "High" hazard potentialclassification is the Probable Maximum Flood (PMF). Calcula-tions presented in Appendix D indicate the structure will passabout 89 percent of the Probable maximum Flood withoutovertopping the embankment. Therefore, the spillway systemfor this structure is considered to be "Inadequate" but not"Seriously Inadequate".

*b. Adequacy of Information. Information available forthis investigation, the visual inspection and simplifiedcalculations presented in Appendices D and G were sufficientto indicate that no further investigations are required forthis structure beyond monitoring specified below.

C. Urgency. The recommendations presented in thefollowing section should be implemented as soon as practical.

7.2 Remedial Measures.

a. Facilities. It is recommended that the followingitems of routine maintenance and surveillance be undertaken.

(1) The remaining trees and brush on the left earthembankment section should be removed.

(2) Damaged pilasters should be repaired to prevent lossof support to the hand railing on the top of thedam.

(3) Surficial joint deterioration of the right non-overflow section should be periodically inspected.If deterioration of these zones becomes excessive,they should be cleaned and patched.

16

(4) Seepage through the right non-overflow sectionshould also be monitored and evaluated. This workshould be performed under the supervision of aregistered professional engineer experienced in thedesign and construction of dams.

b. Operation and Maintenance Procedures. An operationand maintenance manual for small dams has been prepared by theDepartment of Environmental Resources, Division of CompletedProjects, Bureau of Operations. Portions of the manual applyto this structure. It is important that persons concernedwith the structure are familiar with the procedures containedin the manual. Since there are no formal warning proceduresfor this structure, one should be developed to warn downstreamresidents of impending high flows.

17

APPEN~DIX

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PHOTOGRAPH NO. 1

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PHOTOGRAPH NO. 3

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PHOTOGRAPH NO. 5

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PHOTOGRAPH NO. 6

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APPENDIX

Sheet 1 of 11

AUBURN DAMCHECK LIST

HYDROLOGIC AND HYDRAULICENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: barge, rolling, 25% developed, coal mining,n upper reaches.

ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 473.0 feet (:900 Acre-Feet).

ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): 485.0 feet (4500 Acre-Feet).

ELEVATION MAXIMUM DESIGN POOL: ----

ELEVAT!ON TOP DAM: 485 feet.

SPILLWAY

a. Elevation 473.0 feet.

b. Type 3'oncre-e goee ,weir.

c. Width 500 feet.

d. Length ---

e. Location Spillover CenrraL portion of structure.

f. Number and Type of Gates N _one

OUTLET WORKS:

a. Type Non-funcrional constxiction diversion conduits wivh2oncrefe stop ',ogs.

b. Location

c. Entrance inverts 448.0 !'eet.

d. Exit inverts 448.0 feet

e. Emergency draindown facilities None

HYDROMETEOROLOGICAL GAGES:

a. Type 1wo reporting National ,Weather Service Stations withinthe watershed.

b. Location

c. Records National Weather Sert'i-,e.

MAXIMUM NON-DAMAGING DISCHARGE: Not determined.

f

HYDROLOGIC AND HYDRAULIC Sheet 2 3f llBASE DATA

DRAINAGE AREA::i___________________________

PROBABLE MAX:MUM PRECIPITATON, PMP)=OR 10 SQ. MILES IN 24 OURS: ",__ .__" ___;__'_.

ADjUSTMENT FACTORS FOR DRAINAGE AREA :3)

:one

6 Hours_____

12 Hours J24 Hours______

48 Hours_____

SNYDER HYDROGRAPH PARAMETERS: 4 )

:one_"

cp, Ct ,.L,"C

L ( 5 ) "__ _ _ _ _ _ _ _ _ _ _ _ _ "_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

L a (6)

tp=ct (L" La) __._3_.__-_ _

SPILLWAY CAPAICT AT MAX:MUMWATER LEVEL 71) _ _ _ _.- _ _,_ __,,,

1) Measured from USGS imaps. 1:250.000 scale.Z) Hyarometerological Report No. 33, Figure I.,3) Hydrometerological Report No. 33, Figure 2.4) :nformation receivea frm Corps of Engineers, 3al~tmore Distr ,c:.'5 'ength of longest *rater course from outlet to basin diviae, measurea

,rom JSGS -nacs.,6) Length of water course zrom outlet to poin: opcosite the centroio -f

drainage area., see Olate I. 4Toenoix =neasurea rom JSGS aps.See Sheet 11 of zis Apcenai\.

SHEET 3 of 11

HEC-1, REVISEDFLOOD HYDROGRAPH PACKAGE

The original "Flood Hydrograph Package" (HEC-l),developed by the Hydrologic Engineering Center, Corps of.Engineers, has been modified for use under the National DamInspection Program. The "Flood Hydrograph Package (HEC-l),Dam Safety Version", hereinafter referred to as, HEC-l, Rev.,has been modified to require less detailed input and toinclude a dam breach analysis. The required input is obtainedfrom the field inspection of a dam, any available design/eval-uation data, relatively simple hydraulic calculations, orinformation from the USGS Quandrangle maps. The input formatis flexible in order to reflect any unique characteristics ofan individual dam.

HEC-I, Rev. computes a reservoir inflow hydrographbased on individual watershed characteristics such as: area,percentage of impervious surface area, watershed shape, andhydrograph characteristics determined from regional correla-tion studies by the Corps of Engineers, Baltimore District.The inflow is routed through the reservoir using spillwaydischarge data obtained from the field inspection or designdata. Flood storage capacity is determined from USGS maps ordesign information and verified by the field inspection. Inthe event a spillway cannot discharge 0.5 PMF withoutovertopping and failure of the dam, downstream channelcharacteristics obtained from the field inspection and USGSmaps are inputed and flows are routed downstream to the damagecenter and a dam breach analysis is performed.

Included in this Appendix are the HEC-l. Rev.pertinent input values and a summary print-out tables.

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,9? ... __ +-2 /" AUBURN DAM

' JDATA OBTAINED FROM U.S.GEOLOGICAL SURVEY QUADSHEET ENTITLED AUBURN,PA. PHOTOREVISED 1979 ,

SPLATE 1

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- A PLATE 9

APPENDI X

F

SITE GEOLOGYAUBURN DAM

Auburn Dam is located within the Appalachian Moun-tain Section of the Valley and Ridge Physiographic Province.As shown on Plate F-I, the dam is constructed upon theTrimmers Rock Sandstone Formation of Upper Devonian age. Thisarea is situated upon the southern limb of a regional north-northeast trending syncline which crosses much of southernSchuylkill County. Bedrock is exposed on both the upstreamand downstream sides of the right abutment. This exposureconsists of tan-brown fine grained sandstone with siltstoneinterbeds and red-brown shale. Bedding strikes to the east-northeast, subparallel to the dam axis, and dips downstreamapproximately 35 degrees to the north. The shale is fissileand slakes, but the sandstone which dips under the rightabutment is sound. Information contained in the SchuylkillRiver Project report of 1951, states that the dam is foundedupon a "dike of sandstone" approximately 60 feet ide, whichstrikes parallel to the dam alignment. BedrocK jointingstrikes to the northwest (nearly parallel to the dam axis) anddips nearly vertical. No bedrock exposures were observed atthe left abutment area.

ADAOB7 915 wOODWARO-CLYDE CONSULTANTS PLYMOUTH4 MEETING PA F/S 13/13JUN 80 DACW31-8O-C-O018

UNCLASSIFIED NL, ||||E|||9

CASILFORMATION 1;' fl

NOd Tf-

41~

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AVING

!BLOSITEUGEOLOGMCTMAP

AUBURN DAM

~626NAT.I.D.NO.PA.00670 SCHUYLKILL COUNTY20 ~U UVYMP O?4AE72000 N .. GOOIA6 ) DATA OBTAINED FROM PENNSYLVANIA GEOLOGICAL

~ SURVEY 04AP GQ-?020- VF' -K-<--J- PLATE FI

APPENDIX

C

DESIGN CALCULATIONS

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41 ~I r, r u. . ci b

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DESIGN CALCULATIONS

am EmrornetaiSctntits rojct:job No./File No.

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lculat.l ion for: R.,eueot

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DESIGN CALCULATIONS

and Eironmetal Scientits Pro ject: 10 No./Frite NO.

Calculation for: ... Do

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DESIGN CALCULATIONS

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