AD-A09i 225 KIMBALL (L ROBERT) AND ASSOCIATES EBENSBURG PA F/6 13/13NATIONAL DAN INSPECTION PROGRAM. LAKE PINECREST DAM CNDS ID NUM-ETCIU)

SEP Go ACW31-B-C-0020

t)NCLAqqTFIFn EP6 NL

*SQUEfHANNAR(VERrSIN4TIUTARY TO LNTINGTON5.REEK LUZERNEjOUNTYN

1fENNSYLVAN IA.

94 LAKE PINECREST -DAM6DS IDUPA-641.

DER IDNe 4921'.

LAKE PINECREST SPORTMANS CLUB, Z')

PHASE I INSPECTION REPORT,

L. ROBERT KIMBALL & ASSOCIATESCONSULTING ENGINEERS & ARCHITECTS

EBENSBURG, PENNSYLVANIA15931

FOR

DEPARTMENT OF THE ARMYBALTIMORE DISTRICT CORPS OF ENGINEERS

BALTIMORE, MARYLAND - ~21203

SEPTEMBER, 1980

PREFACE

This report is prepared wnder guidance contained in theRecommended Guidelines for Safety Inspection of Dams, for PhaseI Investigations. Copies of these guidelines may be obtainedfrom the Office of Chief of Engineers, Washington, D.C. 20314.The purpose of a Phase I investigation is to identify expedi-tiously those dams which may pose hazards to human life or pro-perty. The assessment of the general condition of the dam isbased upon available data and visual inspections. Detailedinvestigation, and analyses involving topographic mapping, sub-surface investigations, testing, and detailed computational eva-luations are beyond the scope of a Phase I investigation;however, the investigation is intended to identify any need forsuch studies.

In reviewing this report, it should be realized that thereported condition of the dam is based on observations of fieldconditions at the time of inspection along with data availableto the inspection team. In cases where the reservoir waslowered or drained prior to inspection, such action, whileimproving the stability and safety of the dam, removes the nor-mal load on the structure and may obscure certain conditionswhich might otherwise be detectable if inspected under the nor-mal operating environment of the structure.

It is important to note that the condition of a dam depends onnumerous and constantly changing internal and external con-ditions, and is evolutionary in nature. It would be incorrectto assume that the present condition of the dam will continue torepresent the condition of the dam at some point in the future.Only through frequent inspections can unsafe conditions bedetected and only through continued care and maintenance canthese conditions be prevented or corrected.

Phase I inspections are not intended to provide detailed hydro-logic and hydraulic analyses. In accordance with theestablished Guidelines, the spillway design flood is based onthe estimated "Probable Maximum Flood" for the region (greatestreasonably possible storm runoff), or fractions thereof. Thespillway design flood provides a measure of relative spillwaycapacity and serves as an aid in detemining the need for moredetailed hydrologic and hydraulic studies, considering the sizeof the dam, its general condition and the dolte .davmWpotential.

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PHASE I REPORTNATIONAL DAM INSPECTION REPORT

NAME OF DAM Lake Pinecrest DamSTATE LOCATED PennsylvaniaCOUNTY LOCATED LuzerneSTREAM Pine CreekCOORDINATES Lat: 410 11' Long: 760 14.7'DATE OF INSPECTION May 20, 1980 and July 30, 1980

ASSESSMENT

he assessment of Lake Pinecrest Dam is based upon visualobservations made at the time of inspection, review of availablerecords and data, hydraulic and hydrologic computations and pastoperational performance.

In general, Lake Pinecrest Dam appears to be in fair condition.No seepage was noted on the downstream slope or along the toe ofthe dam. Several wet areas were observed along the downstreamtoe of the dam.

-The spillway is in a deteriorating condition. Several crackswere observed in the spillway walls. Discharges from thespillway are eroding the outlet of the structure.

Lake Pinecrest Dam is a high hazard-small size dam. Thespillway design flood for a dam of this size and classificationis in the range of 1/2 PMF to PMF. The spillway design floodfor this dam was selected as the PMF based on the downstreampotential for loss of life and property damage. The spillwayand reservoir are capable of controlling approximately 66Z ofthe PMF without overtopping the earthen embankment. Based oncriteria established by the Corps of Engineers, the spillway istermed inadequate.

The following recommnations and remedial measures should be

instituted immediately.

1. The concrete spillway should be repaired.

2. Erosion protection should be provided at the spillwayoutlet. Additional riprap should be placed beyond the spillwayto protect the downstream toe adjacent to the spillway dischargeoutlet.

3. Small animal burrow and erosion located on the embank-ment and downstream slope should be repaired on a regular basis.

ima

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PA 72

4. Rekcent I v cit brush aid ;iaai1 I :e;whicti littecr tho.U1wfls t ream slo ~o :Iiautd bL- reinovod. fin' crki;: anmd downs t reamslIope shouldl b..i gui ar 1y c boared ot b; ruh mitl truees.

5. Tlie tw~o siphons shou Ld h., e.' I_,:tatd asi to the irability to fillct in ;is n res' rvuir dr~tin. ff It is detc rntiedthat they are tpce rb lo- they To dheop,!ratod on a r.2gular

MIat S to Clsulro titi-r us. ii ]nen , L f t i, n- are de terani!d

be inop.er~ibi I ae. t tes shiould c 'Inp]to proyvide ir, ,rvot r d ri Ii ios cur rer o i1'1I e and reoni remen t_.

6. rti, r i )luat.d alonr tbw t oe darn shotild1.~~'ia11V -eta )2argular ba,;Is.

7. .4 w, r: i - ', Lom shnn td b~ 2 t ,. ),,-(I t .) wa ri downs t r e;.nre ,idents~ 0 I pi iv di!;che ry.' i; failr I )t

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TABLE OF CONTENTS

PAGE

SECTION 1 - PROJECT INFORMATION1

1.2 Description of Project1.3 Pertinent Data 3

SECTION 2 - ENGINEERING DATA 5

2.1 Design 52.2 Construction 52.3 Operation 52.4 Evaluation 5

SECTION 3 - VISUAL INSPECTION 6

3.1 Findings 63.2 Evaluation 7

SECTION 4 - OPERATIONAL PROCEDURES 8

4.1 Procedures 84.2 Maintenance of Dam 84.3 Maintenance of Operating Facilities 84.4 Warning System in Effect 84.5 Evaluation 8

SECTION 5 - HYDRAULICS AND HYDROLOGY 9

5.1 Evaluation of Features 95.2 Evaluation Assumptions 95.3 Summary of Overtopping analysis 105.4 Sumary of Dan Breach Analysis 10

SECTION 6 - STRUCTURAL STABILITY 11

6.1 Evaluation of Structural Stability 11

SECTION 7 - ASSESSHEET AND RECOMMENDATIONS /RYJAEDIALMEASURES 12

7.1 Dan Assessment 127.2 Recoesindations/Resedial, Measures 13

-,k

APPENDICES

APPENDIX A - CHECKLIST, VISUAL INSPECTION, PHASE IAPPENDIX B - CHECKLIST, ENGINEERING DATA, IESIGN, CONSTRUCTION,

OPERATION, PHASE IAPPENDIX C - PHOTOGRAPHSAPPENDIX D - HYDROLOGY AND HYDRAULICSAPPENDIX E - DRAWINGSAPPENDIX F - GEOLOGY

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PHASE INArIONAL DAM INSPECTI[ON PRUCRV\'

LAKE PINECREST DMTIND1. 1.0. NO. PA 0,41

DER ]i* . NO. 1()-2()0

PROJEC ti' tINFORMA[I iN

1 .1 General.

3. AlMit hi IJ it., . I'llo N:11t icuia !1,1, ct~ i,' 1' t Pu I,] j'2367, aiithoriz(, '1w ieScrotaiv W fill, .%1-11W, trIcough th( CrotEnlginocro , *io I t iactt. 'I Nzo fIi.etiO'of CLrns:

thiroughout t he Un i to St ito..

I. I'tir11 L r T1 o puqrpe;c of '-h- [i,['cr jon is to deterxi !'if thle da.n 111 t I tLt L ; I ia 7. 1r,_ t o hiI !ia'i I k! o r property.

I . 2 -De surkpt ). Pil Frj il L~ .oy

a. Damn iii dA ju r t etlncti. Lik.' Pttee rsL D arn is an earth -11 damn, l' foot lli~iu and 1151) let, lonl;,. The crest width ts

2o n fl Tli'. ;u:- r.i urn )lpe Is III: IV. it) 511: IV and grassverted. !;lopvort'ii ue t-14 l.7 'il: IV itid grass covered.

The r!- r v oL r r i n c,.ins; I -;t iio two~ A" diameter c'ast fron

pe s I ph-n-. . T1i:. -. i '1I ) e rl v~ Ii .Pca t .1 ppr oximn tel.y 220 feet

ItL w ., !- ,- ,: '- 4', ! wiers it i c coiu(r(te pi pe

.. cu('lJ.s , I .,! i, Lo ,,.. Ii t i~rI tho o'mhankrnent IuaS

'ro zoi Hi. I, -r tet t I -iri, ic. .!- ItIL the right.,bItmIelt . ,.i t1-h. r ri 1) hrld. I , ti .. r-s s the spi I wny.F ie t IIe i. ' r I t r fo 0ihtit '.5 ft t iiid rthou roakes an angle,

ir t rciu 12 uu), -i. !5 tf, I ia:'11 in~to Pineer k be] i: I ,)'. h

-~ c~. li ly u'. 'lilt o i. 1. ir "

C . s IZt Ior" .i 4' , , rI4 s i

ze* ;t r u Lr' t T4,- 14'

d z ha i ici it 1 oii -;Lilk P i - w r- Dam t~ s a I g

'I 17.rd dna,,. ui r l * oidl i ta s I iiicat_ that the Los!; (-fiiiethani a ' it I pr 'ab' ;. I ;I ,trictiire fai I I

Several homes are located within a distance of 2 milesdownstream of the dam. One home is located approximately 1.5miles downstream of the dam.

e. Ownership. Lake Pinecrest Dam is owned by the Lake VPinecrest Sportsmans Association. Correspondence should beaddressed to:

Mr. Gary ErnstPresidentLake Pinecrest Sportsman AssociationMain StreetConyngham, Pennsylvania 18219717-864-3126

f. Purpose of Dam. Lake Pinecrest Dam is used forrecreation.

g. Design and Construction History. An application for apermit to construct the dam was made in 1954 but it appears asthough the construction of the dam was not completed until-October of 1959. No information exists concerning the actualconstruction of the dam. The dam was originally owned by a Mr.J.D. Kile, and a Mr. LA. LeVan, both of Bloomsburg,Pennsylvania. The present owners (The Lake Pinecrest SportsmansClub) report that the engineer for the original design was a Mr.Shulty of Berwick, Pennsylvania.

The design drawings located in the PennDER files indicatethat both the upstream and downstream slope were to be 2H: 1V.The crest width was to be 30 feet. The drawings also show a 12"concrete pipe reservoir drain through the embankment section.The pipe was to be encased in 6" of concrete and two concreteanti-seep collars were to be installed. The drawing also showsa concrete headwall at either end of the pipe. It was reportedby the owner's that this pipe has been plugged.

The spillway was to be a concrete flume, 4 feet deep, witha 6" thickness of concrete floor paving. The retaining wallswere to be 18 feet apart and an I-beam stringer bridge was to beplaced over a 30 foot section of the spillway.

h. Normal Operating Procedures. No operations are con-ducted at the dam. Excess inflow to the reservoir is dischargedthrough the spillway at the right abutment. The siphons havenot been operated for at least 18 years.

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ri °

1.3 Pertinent Data.

a. Drainage Area. 0.60 square miles

b. Discharge at Dan Site (cfs).

Maximum flood at dam site UnknownDrainline capacity at normal pool UnknownSpillway capacity at top of dam 380Discharge capacity of siphons Unknown

c. Elevation (U.S.G.S. Datum) (feet). - Field survey basedon an assumed normal pool elevation 955.0 feet obtained fromU.S.G.S. quadrangle.

Top of dam - low point 958.9Top of dam - design height UnknownMaximum pool - design surcharge UnknownNormal pool 955.0Spillway crest 955.08" siphon inverts - downstream 940.9 and 942.6Maximum tailwater UnknownToe of dam 941

d. Reservoir (feet).

Length of maximum pool 3500Length of normal pool 3200

e. Storage (acre-feet).

Normal pool 466

Top of dam 748

f. Reservoir Surface (acres).

Top of dam 43Normal pool 35Spillway crest 35

g. Dam.

Type EarthfillLength 1150 feetHeight 18 feetTop width 26 feet

3

Side slopes - upstream 1H: 1V to 5H: lVupstream (design) 2H: lV

- downstream 1.75H: IVdownstream (design) 2H: 1V

Zoning UnknownImpervious core UnknownCutoff UnknownGrout curtain Unknown

h. Reservoir Drain (12" concrete pipe plugged).

Type Two 8" siphonsLength UnknownClosure N/AAccess Downstream toeRegulating facilities None

i. Spillway.

Type Concrete chuteLength (weir) 17 feetCrest elevation 955.0Upstream channel Concrete approach

(unrestricted)Downstream channel Chute to Pine Creek

4

SECTION 2ENGINEERING DATA

2.1 Design. Review of information in the files of the

Comonwealth of Pennsylvania, Department of EnvironmentalResources revealed that some correspondence, design drawings,and permit information were available for review. All thisinformation was reviewed for the purposes of this report.

2.2 Construction. Construction of Lake Pinecrest Dam wascompleted in 1959. No other information is available on theconstruction of the dam.

2.3 Operation. No operations are conducted at the dam.

2.4 Evaluation.

a. Availability. Engineering data were provided byPennDER, Bureau of Dams and Waterway Management. The dam isowned by the Lake Pinecrest Sportsmans Club and several repre-sentatives of the organization accompanied the inspection teamduring the inspection of the dam and were interviewed in regardsto operation and maintenance of the dam.

b. Adequacy. This Phase I Report is based on the visualinspection and the hydrologic and hydraulic analysis.Sufficient information exists to complete a Phase I Report.

5

SECTION 3

VISUAL INSPECTION

3.1 Findings.

a. General. The onsite inspection of Lake Pinecrest Damwas conducted by personnel of L. Robert Kimball and Associateson May 20, and July 30, 1980. The inspection consisted of:

1. Visual inspection of the retaining structure,abutments and toe.

2. Examination of the spillway facilities, exposedportion of any outlet works and other appurtenantworks.

3. Observations affecting the runoff potential ofthe drainage basin.

4. Evaluation of the downstream area hazard potential.

b. Dam. The dam appears to be in fair condition. From abrief survey conducted during the inspection, it was noted thata low spot exists on the embankment crest approximately 700 feetfrom the right abutment. The crest of the dam is used as aroadway and is oiled periodically. The upstream slope of thedam ranges from IH:1V to 5H:IV. The downstream slope 1.7511:1Vand is grass covered. Several small animal burrows and erosiongullies were visible on the downstream slope.

No seepage was visible on the downstream slope or along thetoe of the dam. Several areas of ponded water was observedbeyond the toe of dam. No flow was noted from these wet areas.The recently cut brush littered the downstream slope and shouldbe removed so as not to hamper future efforts to detect seepage.The upstream slope is grass covered and the riprap on theupstream slope appeared to be minimal. Some over steepening ofthe upstream slope near the waterline was observed and ispossibly due to wave action.

c. Appurtenant Structures. The concrete spillway is in adeteriorating condition. Several cracks were observed in thechute walls and erosion at the outlet of the chute is beginningto undercut the section.

Spillway modifications were in progress during the July30th, 1980 inspection. Work included repair of cracks in thespillway wingwalls.

d. Reservoir Area. The watershed consists almost entirelyof fields. The pond surface area represents approximately 1/3of the total drainage area. The head waters for the drainagearea begin at an elevation almost equal to the top of damelevation. The reservoir slopes are very gentle and do notappear susceptible to massive landslides which would affect thestorage volume of the storage reservoir or cause overtopping ofthe dam by displacing water.

D.1owxi-,trei Chanrnel T [he downst Iream.' channel of Lakf.P1 nec rtes 53mi Is r- i vc Iy broad fur ;a zlist 10ce of appruoflnii-teJy I 1111,1oh I 1l(w t ho dam'. Approx im:i tely I mnil below the damnthe. stream ivo -iar-rows mnd pa ra]Ll Pooma ni~yvan La State

Route 239. I.akt- ;' wzrest Damn Is. 1ca tc on the headwa ters tI)

1. 2 Eva Iit i on. '1w einba:~mo-i~t ;tpjw;irtd r,. boin fairconitin. o ~- oagewas noted on tLho down!;trt'am slope. The

cone reto chutc sp illiway is in i (lt, ror it tog condition and.,v ral c rac'ks- wk.)-,? noted on th ICspi I Iway wi igwal Is Di sehia r);eshrough th .AImt aro orod I iig the Ow I-t ;,;id t i beginfning to

Iii(Ieri:1uc Li( i: ;er oI n 1 ).

7

MIW.

SECT ION 4OfliRAT IMNT Pilo(,;1U !

AI Proc edtir s. Wa t er level Is iii-ita iiiid -it the spilIl way(rest eI CV.i t011, '

4.2 IMaintenance ol 'he Dam. Matntonaaico at L-ake Pinec rest Damconsi sts o f yvarl v reva of brush on t hc downstream slope andNmicwi ng of the grison thie upstrtinn iope and road berms. Nomaintenance I-; conducted on the o'oat rti( chure spill[way otherthban the romoil of brushi and debrks fr~m iu th spi llway oil an

4.3 Maintenance of Ope~rat ing Facilit icf. No ope rat ions arec ond itd itt rlic. Jarn.

4.4 Warnin.& bystvm, in E~ff ect. lTher,! Is ii;o warning system inuffect to warn dewns Lre.'wi res ideni. s of I ;sIIll wa-y discharges

or Immin ent Ia iitreof th[cle dam.

4.5 Eva ,1it i I'll 'il~ I*k 0nd I t ton o10t ft daCrnT1 i.; conc idcred fair.Fhere wAiF I!,, i ig isystLem I n el fe. to wLa i downatream rest-(>lons at th), Lirit of irisjict ion. M:i tntonai-i of: the concreterhut_, 31311ii . 'm-, c-ildered poo r. Aid tioti('t of the embank-meat crest. drist. rekam, slope is coni[dc-ed good.

TWI

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SECTION 5

HYDRAULICS AND HYDROLOGY

5.1 Evaluation of Features.

a. Design Data. No calculations or design data pertainingto hydrology were available.

b. Experience Data. No rainfall, runoff or reservoirlevel data were available. The spillway reportedly has fumc-tioned adequately in the past.

c. Visual Observations. The concrete chute spillwayappeared to be in poor condition. The spillway crest controlsection is not well defined and is considered to be a high pointlocated on the chute directly beneath the roadway bridge.Several cracks were observed on the channel walls which createthe chute for the discharge channel. Flows discharging throughthe spillway are beginning to erode the outlet of chute channel.

A low spot was noted on the dam embankment approximately700 feet from the right abutment.

The two 8" siphons which exist through the dam embankmentappear to be in a deteriorating condition and it was reported byrepresentatives of the owner that the siphons had not been usedsince 1962.

d. Overtopping Potential. Overtopping potential wasinvestigated through the development of the probable maximumflood (PIF) for the watershed and the subsequent routing of theP 1F and fractions of the PMF through the reservoir and spillway.

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

5.2 Evaluation Assumptions. To enable us to complete thehydraulic and hydrologic analysis for this structure, it wasnecessary to make the following assumptions.

1. The pool elevation in the reservoir prior to the stormis 955.0.

2. For the overtopping analysis a top of dam elevation of958.9 (low spot) was considered the top of dam.

9

3. For the purposes of this analysis it was assumed thatthe southern most point of the drainage area boundary line isgreater than elevation 960.0.

4. The pipe supports beneath the bridge which spans thespillway crest were not considered as affecting spillwaydischarges.

5.3 Summary of Overtopping Analysis. Complete summary sheetsfor the computer output are presented in Appendix D.

Peak inflow (PMF) 1494 cfsSpillway capacity 380 cfs

a. Spillway Adequacy Rating. The Spillway Design Flood(SDF) for this dam is in the range of 1/2 PTF to the PMF. TheSDF is based on the hazard and size classification of the dam.The SDF for this dam was selected to be the PMF based on thedownstream potential for loss of life. Based on the followingdefinition provided by the Corps of Engineers, the spillway israted as inadequate as a result of our hydrologic analysis.

Inadequate - All high hazard dams which do not pass thespillway design flood (PMF).

The spillway and reservoir are capable of controllingapproximately 66% of the PMF without overtopping the embankment.

5.4 Summary of Dam Breach Analysis. As the subject dam iscapable of passing 50% of the PMF (based on our analysis) it wasnot necessary to perform the dam breach analysis and downstreamrouting of the flood wave.

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SECTION 6

STRUCTURAL STABILITY

6.1 Evaluation of Structural Stability.

a. Visual Observations. A few erosion gullies wereobserved on the downstream embankment slope at the time ofinspection. A roadway exists across the embankment crest whichis oiled periodically. Brush and small trees which had beengrowing on the downstream slope of the dam had been recently cutand the remains of the clearing were piled on the downstreamslope of the dam. No seepage was visible on the downstreamslope or along the toe of the dam during the inspection.

b. Design and Construction Data. A design drawing shows aplan and section of the embankment. The upstream and downstreamslopes of the embankment were designed to have slopes equal to2H:1V. The crest width is shown to be 30 feet.

c. Operating Records. No operations are conducted at thedam.

d. Post Construction Changes. No post constructionchanges are known to have occurred since the structure was builtin 1959.

e. Seismic Stability. No obvious signs of instability werenoted during the inspection. The dam is located in seismic zone1. No seismic stability analyses has been performed. Normally,it can be considered that if a dam in this zone is stable understatic loading conditions, it can be assumed safe for anyexpected earthquake loading. No known stability analysis havebeen conducted to document the stability of the structure.

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sEcUrlui 7.ASSESSMElNT' AND MI::MElA lA/lK1i X IASJRF'S

7. 1 Dami A.,sessmi.nL.

a. S af etv. The- da,.i appears Nlit o ' ir ond itioai.T[here was it)." [lvoc of evopavtc n I j Itii~ r 0on !31014- or at.the toe of hie dim. Sevorat er' on IIti- wc'rto rioted oa Owedownstream s1 )po.

The stio is havce not: heeii op-rito -~I~ i t lea; t 18 years.Design drawings Loc.i ted jo t flemOIiDAt i I rd ia te that. a 12'reinforced ,.onu roto pipe , censed in 6" 1;'oow re te withiconcrete ati! i -seo-p ol ars ;ind colicrert- *d wil Isi was t-i be Iincor-porated in the design hot- the existence o' thle ruiW rete pipe ;:rithe concrete ondvil str 'cture was n't )hsorved during theInspect ton. 'o -ootrol valves were '.lcorpo r it ed in the original

dJesign for Owi I'" conre rte pip(,.

It wats r.qp,!rted (by the ownevrs) dm-ipo the Jul]y 30th, 1 9t'is pec t ori tlihi t hie 12' cone reto pi ;,e had bkel p1 ug',ed.

The spi 1. wy i 1' ia a deterto rat tog condit ion ad severalc racks we re fit -i ,)it the spi I Lway W.il 1 0. HITw through thespill way is hep'iaing to erode r ho naIticaI ,,roundl at thedischarge poliit it the chanfiel.

The vl:;ial diac'rvat: ions , ri- ie -. ] f 1'1 i~ I -ihie Information,ivdrologic and hy'draultc ca lenlal ins :i! jLiso perations :111(performanc di ~ a t. thvat thfe L;.k- Pt eeousI.'s s pill way isridequa toe Me l'lm l I iway aid rob'orvo i r a'- cia fim nt ro t.) nI I i.. n) o! ih PMI' wi tho ut ivk' rto o p iil thle Part h

emiihnkm2 it.

b. AeocofInformation. ';uf t k- 1. t. lofoniiat-lon isavailable to onp iyot. a Phase I Roporl.

C . U r e_icy. Thk. recoirnent';.1 li- ; i d bel Iow .shoulit N.4 ,mplerlk'nt d , .i i, I. roly

d. Nuce sjii ty _Ior Fur tner Lu'eo tIy m o ra*to der toaccompl i!oh ; L' i, rc inienda t f iv / red A Ioh men souresoutlined b , irrte 112Inv''st if i w,il hi' rt.qulred.

7*2Rc'comnn Lb I oi- /Ro medi il 1 Na cm res.

2. lEro i on jirote(' r on should e providled at the spillIwayoutlet. Mdi' inl riprap 0iould hve 1plactd hcyond the spillwayto protect t he' 11vist rvame toe adj icont to the sinI I1way dischargeoutlet.

12

3. Small animal burrows and erosion located on the embank-ment and downstream slope should be repaired on a regular basis.

4. Recently cut brush and small trees which litter thedownstream slope should be removed. The crest and downstreamslope should be regularly cleared of brush and trees.

5. The two 8" siphons should be evaluated as to theirability to function as a reservoir drain. If it is determinedthat they are operable they should be operated on a regularbasis to ensure their usefulness. If the siphons are determinedto be inoperable, facilities should be developed to provide areservoir drain which eets current guidelines and requirements.

6. The wet areas located along the toe of dam should bevisually monitored on a regular basis.

7. A warning system should be developed to warn downstreamresidents of large spillway discharges or imminent failure ofthe dam.

8. A safety inspection program should be implemented withinspections at regular intervals by qualified personnel.

13

APPENIDIX ACHECKLIST, VISUAL INSPECTION, PHASE I

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LAKE PINECREST DAM

PA 641

Sheet I

Front

(1) Upper left - Crest and upstream slope.(2) Upper right - Crest and downstream slope.(3) Lower left - Spillway (Note bridge which spans the

spillway section).(4) Lower right - Spillway discharge channel.

Sheet I

Back

(5) Upper left - Two 8" siphons on upstream slope.(6) Upper right - Downstream exposure.

TOP OF PAGE

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APPENDIX DHYDROLOGY AND HYDRAULICS

APPENDIX D

HYDROLOGY AND HYDRAULICS

Methodology. The dam overtopping and breach analyses wereaccomplished using the systemized computer program HEC-1 (DamSafety Investigation), September, 1978, prepared by theHydrologic Engineering 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 Precipitation(PMP) is derived and determined from regional charts preparedfrom past rainfall records including "HydrometeorologicalReport No. 40" prepared by the U.S. Weather Bureau.

The index rainfall is reduced from 10% to 20% depending onwatershed size by utilization of what is termed the HOP Brook

adjustment factor. Distribution of the total rainfall is madeby the computer program using distribution methods developed bythe Corps.

2. Inflow Hydrograph. The hydrologic analysis used indevelopment of the overtopping potential is based on applying ahypothetical storm to a unit hydrograph to obtain the inflowhydrograph for reservoir routing.

The unit hydrograph is developed using the Snyder method. Thismethod requires calculation of several key parameters. Thefollowing list gives these parameters their definition and howthey were obtained for these analysis.

Parameter Definition Where Obtained

Ct Coefficient representing From Corps ofvariations of watershed Engineers*

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

topgraphic

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

topographic

Cp Peaking coefficient From Corps ofEngineers*

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

*Developed by the Corps of Engineers on a regional basis forPennsylvania.

D-1

3. Routing. Reservoir routing is accomplished by usingModified Plus routing techniques where the flood hydrograph isrouted through reservoir storage. Hydraulic capacities of theoutlet works, spillways and the crest of the dam are used asoutlet controls in the routing.

The hydraulic capacity of the outlet works can either be calcu- -lated and input or sufficient dimensions input and the programwill calculate an elevation discharge relationship.

Storage in the pool area is defined by an area - elevation rela-tionship from which the computer calculates storage. Surfaceareas are either planimetered from available mapping or U.S.G.S.7.5 minute series topographic maps or taken from reasonablyaccurate design data.

4. Dam Overtopping. Using given percentages of the PMFthe computer program will calculate the percentage of the PMFwhich can be controlled by the reservoir and spillway withoutthe dam overtopping.

5. Dam Breach and Downstream Routing. The computerprogram is equipped to determine the increase in downstreamflooding due to failure of the dam caused by overtopping. Thisis accomplished by routing both the pre-failure peak flow andthe peak flow through the breach (calculated by the computerwith given input assumptions) at a given point in time anddetermining the water depth in the downstream channel. Channelcross-sections taken from U.S.G.S. 7.5 minute topographic mapswere used in the downstream flood wave routing. Pre and postfailure water depths are calculated at locations where cross-sections are input.

D-2

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..... ~ ~ . ........ 4,

HYDROLOGY AND HYDRAULICS ANALYSISDATA BASE

NAME OF DAM: Lake Pinecrest Dam

PROBABLE MAXIMUM PRECIPITATION (PMP) - 22.2 (0.99) = 21.98 inches

STATION 1 2 3

Station Description Lake Pinecrest

Drainage Area(square miles) 0.60

Cumulative Drainage Area(square miles) 0.60

Adjustment of PMF forDrainage Area (%)(M)6 hours 11712 hours 12724 hours 13648 hours 14272 hours 145

Snyder Hydrograph

ParametersZont k2) 1CP 3) 0.50Ct (3) 1.85

(mles) (4) 1.17Lea (miles) (4) 0.57tp . Ct(LxLca) 0.3 hrs. 1.64

Spillway DataCrest Length (ft) 17Freeboard (ft) 3.90Discharge Coefficient 3.1Exponent 1.5

(1 )Hydrometeorolosical Report 40 (Figure 1), U.S. Army Corps ofEngineers, 1965.

(2)Hydrological zone defined by Corps of Engineers, BaltimoreDistrict, for determining Snyder's coefficients (Cp and Ct).

(3)Snyder' s Coefficients.(4)L-Length of longest water course from outlet to basin divide.

Lca-Length of water course from outlet to point opposite the

centroid of drainage area.

D3-3

CHECK LISTHYDROLOGIC AND HYDRAULIC

ENGINEERING DATA

DRAINAGE AREA CHARACTERISTICS: D.A.-O.60 mi2 - moderate slopes

ELEVATION TOP NORMAL POOL (STORAGE CAPACITY): 466 ac-ft

ELEVATION TOP FLOOD CONTROL POOL (STORAGE CAPACITY): 748 ac-ft

ELEVATION MAXIMUM DESIGN POOL: Unknown

ELEVATION TOP DAM: 958.9

SPILLWAY CREST:

a. Elevation 955

b. Type Concrete shutec. Width 1/ teet

d. Length CnanneL approximately 100 reet

e. Location Spillover Kignt abutment

f. Number and Type of Gates ohe

OUTLET WORKS:

a. Type Two 8" siphons

b. Location 220 fogr frnm right ahutmintc. Entrance inverts Unknownd. Exit inverts 942.6 and 940.9

e. Emergency draindown facilities Two 8" siphons

YDROMETEOROLOGICAL GAUGES:

a. Type Noneb. Location _____

c. Records None

UnknownMAXIMUM ON-DAMAGING DISCHARGE:"

D-4

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APPENDIX EDRAWINGS

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APPENDIX FGEOLOGY

General geology

Lake Pinecrest and its dam lUe within the Appalachian MountainSection of the Valley and Ridge Physiographic Province. This regionis characterized by overturned and assymetric folds, local shearingand large, low-angle thrust faults. The only faulting in the vicinityof the dam is about eight miles to the southwest.

The rocks underlying the lake and dam are of the Devonian agedSusquehanna Group. This is a complex unit of conglomerate, sandstoneand shale. The usually well developed bedding ranges in thicknessfrom less than one to over fifteen feet. The well developed Jointsare regular and closely spaced in the shales and siltstones. They arevertical or steeply dipping and usually form a blocky or platypattern. The shales disintegrate rapidly, but the siltstone,sandstone and conglomerate are fairly resistant to weathering. Therocks of the Susquehanna Group form a good foundation for heavy struc-tures if excavated to sound material and the shales and stltstones arekept water free. The interstitial porosity of the coarser rocks islow, but Joint development has created a medium level of total effec-tive porosity.

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GEOLOGIC~~~~ MAP OF TH RAAON AEPNCEST DAM

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