ML18031A306

Forwards Response to 791029 Request for Addl Info to Complete Environ Review of Low Flow Augmentation Reservoir. Preliminary List of Approvals,Permits & Licenses Required to Const & Operate Pond Hill Reservoir Encl

ML18031A306
Person / Time
Site:	Susquehanna
Issue date:	11/13/1979
From:	Curtis N PENNSYLVANIA POWER & LIGHT CO.
To:	Sells D Office of Nuclear Reactor Regulation
References
PLA-421, NUDOCS 7911200521
Download: ML18031A306 (44)

Text

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'50 3d c) Susquenanna Steam Electric Station~ Unit 20 Pennsylva AU TH ~ uAIHE AUT.iUK AFF IL.[Al'iuiu ct Uris,u.<<. Pennsvlvania + Lignt Lo.

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SELLSgQ ~ E. ~ Environmental Hr ojects irancn 2

SUBJECT:

For>eras r esoonse to 19L029 request for aaal info to co+at ete environ rev> ew of l ai0 f o augmentat ion reser voi r I ~

Preliminary list of aoorovalsppermits K licenses reouirea to const 4 ooerate Pona will reservoir 000': 600III CUPIEE PECEIvE0:LTH ) EwCI. g EIIE:~ encl'10THI80TI04 l ITLE: POLAR/F sAK Avo Ts ann Re I atec) cor r esoonaence vu TEE: ~gEtl REC IP [E.'4 r COPIES ~EC[p[E )r COVLES IO CDE)h/NAT)E L.rrk EVCL [O CUI)E/ 4 A'aE L T TR ElVCL Acr IU~: ne Pi~ P, L,KSC.H L 1 Al: ~DOC 5 0 ate+ a 1 0 LA t 084~ 0

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TWO NORTH NINTH STREET, ALLEN1'OWN, PA. 18101 PHONE: {215) 821 5151 NORMAN W. CURTIS vice Prescent Engineering 8 Construction 821.5381 SOV 13 tS7O Mr. Donald E. Sells, Acting Branch Chief Environmental Projects Branch U.S. Nuclear Regulatory Commiss on Division of Site Safety 8 Environmental Analysis Washington, DC 205SS SUSQUEHANNA SES POND HILL RESERVOIR INFORMATION DOCKET NOS. 50<<387 ER 100450 FILE 991-2 AND 50-388 PLA-421

Dear Mr. Sells:

The information requested in your letter of October 29, 1979 is contained on Attachment l. A preliminary list of approvals, permits and/or licenses required to construct and operate the Pond Hill Reservoir is included on Attachment 2.

If you have additional questions, please contact ittilliam Barberich (215-821-5833).

Very truly yours, N. N. Curtis Copy to:

Mr. Paul Leech (4 copies) il Stop P522 U.S. Nuclear Regulatory Commission Dr. James Carson (5 copies)

Building Ila Division of Environmental Impact Studies Argonne National Laboratory Argonne, IL 60439 3~/

C=5 PENNSYLVANIA POWER IL LIGHT COMPANY rrri T gt,>SO~<RI

Attachment 1 Additional Information Requested for Environmental Review of the Low-Flow Augmentation Reservoir for Susquehanna Steam Electric Station Docket Nos. 50-387 and 50-388 H drolo ic En ineerin

1. Provide a description of the one-percent chance floodplain of Pond Hill Creek before, during, and after the construction of the reservoir. Include flood inundation maps for all conditions.

Provide details of your methods of analyses. Include your assumptions of and basis for pertinent parameters such as length and slope of drainage. basins, times of concentration, infiltration rates, rainfall amounts and distribution, Manning's "n" values, and any other assumptions or parameters used in the determinations of the floodplains.

Discuss the alterations of the floodplain, including the reaches downstream of the reservoir, that will result from the project.

RESPONSE

The attached excerpts from hydrological studies for Pond Hill Reservoir detail the derivation of flood hydrographs for Pond Hill Creek for conditions both before and after construction in the cases of Probable Maximum, 100, 50 and 25 year floods. Reservoir flood routings for the PMF and 100 year floods (figures 859) are also attached.

A flood innundation map showing the approximate area which would be flooded during a 100 year flood before construction of the dam is attached. During construction, flood flows will be controlled by a coffer dam and diversion releases will be controlled to minimize downstream flooding. After the project is complete, the reservoir discharge will-be approximately 30 cfs which will be passed by the existing channel. Because the existing channel will pass the peak discharges for both the during and after construction conditions, no innundation maps have been prepared for these conditions.

In preparing the flood innundation map, flood flows were assumed not to increase downstream of the dam. A Manning "n" value of 0.05 was assumed and a channel slope, based on project maps, ranging from 3 to 10 percent was used.

No alteration of the flood plain downstream of the dam is proaosed.

2. Provide a description, including a flood inundation map, of the one percent chance floodplain of the Susquehanna River in the vicinity of the pumping plant. Provide descriptions of the relationship of all structures and construction activities to the floodplain. Include maps and drawings.

RESPONSE

The 100 year floodplain for a distance of in excess of 3000 feet upstream and approximately 10,000 feet downstream is largely undeveloped on the east side of the river with exception of several isolated houses which may be in the floodplain. The floodplain is approximately bounded on the east by the Delaware and Hudson Railroad.

The west bank of the river within the same limits also contains little development.

Flood profiles and flood boundary and floodway maps for Conyngham Township, Luzerne County in the vicinity of the pumoing plant are attached. They are taken from the August 1976 Flood Insurance Study for Conyngham Township (U.S. Department of Housing and Urban Development). Based on this data, the 100 year flood plain elevation is approximately El. 519 at the pumping plant.

The only structure proposed for construction in the floodplain is the pumping plant. The proposed and the approximate extent of its construction in the floodplain is shown on plate S (attached) .

For any structures or construction activities on the one-percent chance floodplain, provide descriptions of their effects on the floodplain's flood handling capability. Include details of your analyses. Discuss alternate locations off the floodplain and provide your basis for any conclusions that alternate locations off the floodplain are not practicable.

RESPONSE

The proposed pumping plant would be the only structure in the Susquehanna River floodplain. This structure will be located approximately at river cross section J as shown on the Flood Profiles and Flood Boundary and Floodway maps (attached) . Floodway data for this cross section from the Flood Insurance Study is also attached.

Based on the proposed pump station shown in Plate 8, approximately 600 square feet of the structure would encroach on the floodplain.

Because of the steep slope on the east bank of the river at'this point it is assumed that this entire width is located in the floodway as defined in the Flood Insurance Study. If it is conservatively assumed that no floodway fringe exists on the west bank, and uniform velocity distribution across the cross section occurs, the depth of the 100 year flood at the pump station is not expected to increase mor than 0.6'600 SF/948 ft. floodway width) due to construction of the pump station. It is expected that this increase in river stage would not extend very far upstream due to the relatively steep flood profile in this area.

Because of the terrain in the vicinity of the site, there is no location outside the floodplain where a pumping plant could be constructed without altering the water conduit concept or relocating families residing in existing dwellings. The floodplain extends to approximately the Delaware 5 Hudson Railroad tracks and a rock cliff adjoins Route 239 to the east in all locations which are not developed, limiting the area available for pump station construction.

4. Provide a discussion of the groundwater conditions at the reservoir site prior to construction. Include a map showing groundwater contours and locating all nearby wells.

RESPONSE

A map showing ground water elevations at completed core borings at the dam site and a separate map showing nearby wells where ground water elevations have been measured is attached. Although not located, most houses shown on the map have individual wells. There are no wells within the proposed project boundary, and nearby well are located inside the Pond Hill Creek drainage basin.

Artesian pressure has been observed at several of the borings on the south abutment. Due to a lack of sufficient data, no groundwater contour plant has been prepared, however, groundwater contours appear to follow surface contours in the immediate reservoir area.

5. Provide an analysis to justify your conclusion on page 4-4 that groundwater alterations that will result from the creation of the reservoir will be confined to the buffer "one owned by PPP<L. Include a map showing groundwater contours expected after the reservoir is filled and equilibrium is reached.

RESPONSE

The conclusion on page 4-4 is based on the site geology. Underlying rock formations did about 45'o the north into the reservoir. The only major fractures are along the bedding planes. Rock quality becomes very good below a weathered -one of about 10 feet.

Permeability tests indicate that at about 90'epth the rock tightens abruptly, and the only significant seepage is through the joints in the rock. As these joints dip into the reservoir, significant seepage away from the reservoir is not expected.

Because the natural groundwater path is into the reservoir, and because, based on observations to date, the groundwater appears to generally follow the surface contours and a groundwater divide has been observed near or above the maximum water storage elevation on the south abutment, it is not expected that the groundwater outside the Pond Hill Creek Basin will be effected. PP5L proposes to acquire almost all the land within the basin. Because of a lack of sufficient base data, no groundwater contour plan has been prepared.

6. Provide information on all present uses of Pond Hill Creek. If there are none, so state.

RESPONSE

Our investigations have d'isclosed no present uses of Pond Hill Creek.

7. Justify the choice of 0.2 cfs for the conservation release to Pond Hill Creek during periods of drawdown or refilling of the reservoir.

RESPONSE

The Pennsylvania Department of Environmental Resources (DER) in the permitting process normally includes as one of the conditions the requirement that all new reservoirs provide a minimum release to maintain downstream flows. The minimum release requirement is usually the average flow over a seven day low flow period with a return interim of ten years (Q7-10). In the absence of any stream flow data, a value of 0. 15 cfs per square mile of stream drainage area is normally utilized by DER. The 0.15 cfs per square mile multiplied by the drainage area at the dam (1.3 square miles) is the basis for the proposed minimum flow of 0.2 cfs.

RPN $ 979:5

ATTACHMENT 2 Preliminary List of Approvals, Permits or Licenses Needed for Pond Hill Reservoir Federal

l. Intake 5 Discharge Structure, Water Withdrawal--U.S. Army Corps of Engineers (ACE)

2. Dredging Permit--ACE State

1. Limited Power Permit Department of Environmental Resources (DER)

2. Intake 5 Discharge Permit--DER

3. Erosion and Sedimentation Control Plan--DER

4. NPDES Discharge Permit--DER S. Road crossings for pipeline, distribution lines, etc.--PA Department of Transportation Interstate Pro'ect A royal

1. SRBC Water Use Permit

POND BILL RESERVOIR APPENDXX A HYDROLOGY

nitD u~r-AP PE.'i'DZ.C A HYDROLOGY TABLE OP CO'.1TH:ITS Pa<ac Derivation of Flood Hydrograahs A-1 Unit Hydrograghs A-2 Probable Maximum Rainfall Probable maximum Plood Natural Conditions Reservoir Conditions 100-.Year Plood A-6 50-Year Flood 25-Year Flood A-7 Recurrent Flood Operation Study for 1964 Drought Accumulation of Sediments A-10

HYDROLOGY Z ZST. OP PXGURES Pi ure No.

Probable Maximum Flood Hydroqragh, Natural Conditions Probable Maximum Flood Xnflo~ Hydrogragh, Reservoir Conditions 100-Year Flood, Natural Conditions 100-Year Flood, Reservoir Conditions 50-.Year Flood, Natural Conditions 50~Year Flood, Reservoir Conditions A-6 25=Year Plood, Natural Conditions Recurrent Flood A-8

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~ a water su"ply Level af 981. Inclucied (1) cier'va" ion c<<uo'ormal of flood hydragraphs fo storms of various frecuencies; (2) details of the reservoir ogera"ion st ciy for tne 1964 "raugn' period, and ( 3 ) estimates o f ture sec'= nt accu.=uL at'".".

the reservoir.

Derivation of Flood Hydro raahs The purpose of this part of the Append'x is to p se..t the estimates of flood magnitudes to be expected at cne Pond Hill site uncier natural conditions and af ter canst uc" ion af the proposed reservair.. Computations nave aeen made for the probable maximum flood (PNP), which is the des'gn oasis for dam stability anci spillway capacity aalculations and far floods to be expected at recurrence intervals of 100, 50, and 25 years.

As there is na stream-flow measurement station at the Pand Hill site, it was necessary to derive the various flaod hydrographs from synthetic unit hydrogiagns anci design storm rainfalls. Zt is believed based on studies of flood magnitudes in the region that the derived flood magnitudes are conserva-tive.

As the reservoir surface area will be eauivalent ta about 39 percent of the total contributing area, it will "e possible to obtain a high degree of surcharge storage fa modification of inflow floods. Because of this conc'tion, ".".e volume af the inflow flood will be more important than the pea<

discharge in determining <<load. madif ication by the reser;.o ir.

Although the reservoir has a high potential of in~law floods, its existence chang s tre charac= r'=--

for:-ad'ation tics of the total inrlow hycirograph, particular'y t' "i== ar concentration of the component areas. The storm. rainfall on one

4serOIQ ~ f af fp8+p<<fspn1<<offth/<<QQ+ f I lp Ln . <<<<w g i rv-~ i v i <<s<<0 i.a<< <<4 I eau

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timing of the ruro i from 'tne land areas ( the other co. ponen )

is also changed by the existenc of the ~at r ar a. To evalua"e this latter effect, i" was necessary to divide the land area into two sub-components which dischar"e dir ct'y into the <<are area'nstead of following the origina'tream ne" cwork as under natural conditions.

Zn some instances, a large surcharge storage volume could lead to the selec" ion of a spillway capacity which might be too small should a subsequent flood occur before the surcharge storage from a preceding flood had been depleted. To prevent this, a recurrent flood which is assuaged to occur two days after the peak flood level resulting from the probable maximum flood is generally used to test the adequacy of the. proposed design. The recurrent flood is also derived herein.

Unit 2 droaranhs As stated above it was necessary to establish the runoff characteristics of the total natural drainage area above the dam site, and of the two component areas contributing to the reservoir, by deriving synthetic unit hydrographs.

To obtain the necessary characteristics of the unit .hydro-graphs such as peak discharge, lag time and length of base, the procedure for triangular hydrograph analysis proposed by the U.S. Bureau of Reclamation (USBR)-1/ was followed. Unit hydrographs compiled by the Susquehanna River Basin Study Coo rd ina ting Committee- or the S u squehanna River "as in l~ "Design of Small Dams",. Bureau of Reclamation, U.S. Oepart-ment of the Enterior, 2nd Edition, 1973.

2I "Susquehanna R ver Basin Study - Appendix D, Hycro'g '",

Susquehanna River Basin Study Coordinat'ng Commi"tee, June, 1970.

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ah t ~ ow vaaaakLec a Qaa, v4 n&sdnUQ J ng 0 IVaL 5 1 Qas I ~ ~ As studies c c nat inc'uae any small drainace area a.= the 5 unaer consideratian (1.2I s=.;..'.) i" was deciaec ta use rne USBR procedure wnich allows the use of emg.irical data compiled by the Soil Conservation Service for very mall drainage ar as.

The study of design hydrographs ay J.E. AcSgar an- far Pennsylvania Natersneds, which included one dr'ainage area cP.

2.4 square miles, supgorts the use of the adopted procedure.

The time fram the start of the unit hydrogragh to its peak (t in hours) is expressed as folLows:

D +0.6 T 2

where:

D ~ Duration of excess rainfall in hours; Tc ~ Time of concentration in hours of the watershed defined as the travel time of water fram the most distant point of the water-shed to the goint of interest.

The term'.6 T is an empirical relationship developed by the Soil Conservation Service to represent the lag time, which is defined as the time in hours from the'idpoint af excess rainfall, D, to the time of peak discharge.

The relation developed for the peak discharge (qP) of the unit hydrograpn in cubic feet per second per square mile is as follows:

P p

3~ "Delaware River Basin Report, Vol. VX, Appendix M, Corps o Engineers , l960.

"Design Hydrog" '..".s for Pennsylvania Hater sheds", Z.:-.

NcSparran, Proce=.'-'ng of ASCE, Vol 94, Ho BY4, Julv 196S.

A 3

The time base of tne unit hydroccaph ( tb, in -hours) is mined from tne empi-'cal -e: ations.".i" s

-L.67 ana to + t to where:

tr is the recession time in hours from the peak to the end of the flood hydrograpn.

The peak of the 1-hour unit hydrograph for the 1.27 square miles of natural area based on the above relationships is 683 cfs or 538 cfs per square mile. The peak of the combined hydro-graph of the two areas contributing to the reservoir ( total area of 0.78 square miLes) is 559 cfs. A summary of the unit hydrograph characteristics .for both conditions foLLows:

Unit 8 drooraoh Characteristics

~ With Without Reservoir Reservoir Drainage Area - sq. mi. 0.78 l. 27 D hours 1.0 1 0 Tc hours 0.36 tp hour s 0.72 0.9 tb hours ~

2 0 2~4 Peak Discharge cfs 559 683 Probable Maximum Rainfall As the drainage area above the Pond Hill dam is Less than LQ square miles, computed values. for point rainfalL can be ap-plied to the total area or subareas. Furthermore, a total storm duration of 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> is considered adequate, as increments o ra~fall'or Longer durations would not be significant in siz-ing of the spillway. A 6-hour depth of 25 inches was oreviously recommended for the area of interest. 5/ K,ater studies by 5i T.chnical Paper Mo. 40, Q.S. Weather Bureau, Hay '96L.

A-4

the Corps of =ng'neers r commended "hat val es or 'ess ".'".an '0 square mi es be reduced '"'0 pe cent in orer to pcvce =or tne imper ec" zt" o stor.. isohyet 'a"=e ns to ".". s'". pe of

a. particular basin. The. assumed dist ibution and arrangement of the design rainf all within the 6-hour period is given below.

The distribution is as recommended in the "Design or Small Dams." The arrangement was set to ootain a conservative flood peak.

Depth Hour (inches) 1 2 2 2 3 9.8 4 3-2 5 1.6 6 1.6 20.0 Probable Naximum Flood Natural Conditions

~

The probable maximum rainf all was appl ied to the unit hydrograph for the Pond Hill Reservoir drainage area under natural conditions and the computations are shown on Figure A-1. The peak discharge is 7,120 cfs (5,600 cfs/sq. mi.) .

Reservoir Conditions The probable maximum rainf all was appl ied to the combined unit graph for the 0.78 square mile land area contri-buting to the reservoir and to the 0.49 square mile water area.

The peak inflow from the combined land and water area is 8,755 cfs (6,892. cfs/sq mi.). The peak discharge from the water area is 36 percent of the total peak discharge which is in turn 1.23 times the peak discharge from the natural area and occurs 0.40

hours sooner. hus, "he -porcanc of evaluate.'.".g e~

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floods of c" a i g relat've'y large <<a e areas L,.c 'acao

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The. compgtat ' n or the s"-'~way ces ign =1 "oc in low undec..

reservoir conditions. is shown 'n Figure A-2.

100-Year Flood The flood with a recurrence intervaL of once in 100 years was estimated from. the 6-hour rainfall frequency data given in Technical Paper 40.

The total 6-'hour depth for the region of the reservoir was 5.0 inches. The assumed distribution of rainfaLL within the period is as folLows:

Depth Hour ~inches) 1 0.30 2 ~

0.70 3 2.50 0.65 5 0 50 0.3S 5.00 An infiltration Loss of 0.1 inches per hour was assumed for the storm period, giving a net total rainfall excess of 4.4 inches. Application of the design storm to the unit hydrograph results in a peak discharge of L,756 cfs under natural condi-tions and with the reservoir the peak discharge is 2,148 cfs.

The computations are shown in Figures A-3 and.A-4 50-Year Flood The flood with a recurrence interval of once in 50-years was computed as explained above for the 100>>year flood. T.".e rainfall is 4.3. inches, and would be distributed as follows:

A-6

Dept."a Sour ( neo s) 1 0.30 2 0;57 3 2. 15 4 0.60 5 0. 42 6 0.26 4.30 Using an infiltration loss of 0.1 inch per hour, and applying the design storm to the appropriate unit hydrographs, resulted in a peak discharge of 1,490 cfs under natural condi-tions, and 1,832 cfs with the reservoir. The complete computa-tions are shown in Figures A-5 and A-6.

25-Year Flood The flood with a recurrence interval of once in 25 years without the reservoir was computed 's explained above for the 100-year flood. The total depth for the 25-year 6-hour rain-fall is 4.0 inches, distributed as follows:

Depth Hour ~inchaS 0.24 2 0.56 3 2. 00

4. 0.52 5 0.40 6 0.26 4.00 Using an infiltration Loss of 0 1 inch per hour, and applying the resulting design storm to the unit hydragraph or natural conditions resulted in a peak. discharge of 1,387 cfs.

The complete hydrograph is shown an Figure A-7.

A 7

Recurrent ":Lood The capacity o f the Pond Hill Reservoir spillway was tested by routing a recur rent flood beginning two.. days af ter the peak outflow produced by the probable maximum flood. The recurrent flood was 'computed from the unit hydr ograph and a total r ainf all that is appr oximately equal to the record rainfall for the region. The total rainfall of the recurrent storm was estimated based on a factor that relates the rainfall of record to that of the probable maximum storm. As published in the 'Design of Small Dams," the factor for this region is 2.2. The resulting rainfall of 9.1 inches was distributed as follows:

Depth Hour ~inches 1 0.73 2

3 4 '6 4 1 46 5 .0.73 6 0.72 9.10 I

The recurrent storm rainfall was applied to the unit hy-drograph for the Pond Bill Reservoir drainage area conside ing a full reservoir. The computations 'are shown in Figure A-8.

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1. C." 1 (/47 2 1n37. 7 tyne 1/' 17 981 R 20 . 1542.0 11.2 1530 7 1284 2 0 oZ 1 G56.10 981 ~4

/: 1.40 1789.0 13.9 1r75 G 1652.8 1.19 1057. 29 981 43

'.60 7047.0 '17.2 2029.7 1902. 3 1.36 1058.66 981,52

'., l 1 484 2.00 1 r.95 0

v'44n.

20.1 23.0 18?4 E 1416 9 1%52 ~ 2 1645. 9 1 '0 1.18 1060 1 A&1 25 Cb 981 981 52 70 2.20 '5".61.0 2"".7 (el c +2 3474.5 '.50 1G63.75 981 .88

,.Z. 40 r 154 ~ U:, 45 5 ?108 4 6320 3 4 $5 1 068; "0 98Z 19

. 'j: 2.60 8755.0..'8.7 71.3 8583 6 7896 ' , 5.68 1073 98 982.59

~  !'" 2 80 8417.0 8318.2 500.9 6 12 108 .10 983 01

3. GU 6416 ~ 0 1.5 6Z84.4 ?301 3 S.r.5 1085.36 983 38 3.ib 4231 u 154.5 4LI?4 ~ 4 5180.4 3.72 1 089.G9 983.54 3.4G f'43. 0 173. /) 3bbo.9 3R73.2  ?.78 1091.88 QP3.83 3530.0 -..186 2. 3343  ? 3506 '8 2.52 1094. 40 984 01,

<.-'3 SO ~

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~5 00 1047 0 =: 251 795 8 968 1 0.69 1102. 99 984 ~ 60 l..-5.20 1238.0 977.9 886.9 0.63 1103.63 984.55 6 c~ 98 5 '0 F 80 1521. C 1380.0 270.0 273.3 1

1250.9 1106. 6 1

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to 00 0 0 217.6 -217.6 -218 8 -0 39 1104 36 984 70

/10.5Q O.fl 215.1 -215.1 -216.4 -0.3W 110'3. 97 984.57 1.40 0 0 1 2 ~ -212 ~ -213 ' -0.38 1103 59 984 65 i

tt-50 0 0 210 3 -Ztfli3 -211.5 Q 3R 1103. 21 984 52 I 12.QQ Q.fl' 208.0 "208.0 -209.Z -0.37 1102 83 984.59 0

Figure 8 2/2 POND HILL RESERVOIR ROUTIHG QF PMF AHO RECURRENT FLOOD TAO OAYS LATER SPTLLMAY CREST ELEV. = 981 FT SPILLQA Y WIDTH " -10 FT~

F OM

'OURS CFS CF S CFS CFS NCF HCF FT

<<<<<<<<W <<<<<<<<<<<<<< <<

'18. 00 0.0 183.~ "1P3.8 -195.9 -4.23 1098.60 984.30 t ~ -1 <<0 ~ r I 1694.88 984.04 0 ~ 00 0.0 142.1 -142 "151.2 -3.26 1091.62 983.81

.36.00 O.G f 27.0 -127.0 -134.6 -2.90 1088.71 983.51 Ce u 0 -11 << 1 056 ~ 11 983.43 i48 ~ GU 0.0 ~

101.4 -101. 4 -10?.5 2 ~ <<2 1083.79 983.27 54.00 0.0 90.7 -90.? -o6. 1 -~. f? 1,71

~ ~ 4 ?l ~ 108 4 261. 5 85.4 G.G6 1 081. 7? 983 13

.54. 40 05 0 11C.B 394.1 327.8 0.23 1 082. 01 '83.15

54.60 &40.0 112.7 52?.2 4&rf. 7 Q .1?

4 40 bc&.u 114.5 511 519 3 0.3? 1 082. 71 983.19 55 M 477.0 115.8 361.1 436 2 1C83. C3 983.22 55.?9 ?01.0 119.5 581.4 47'f .2 0.33 1083. 3? 983.24 s 3 120.9 692.0 o 6.7 Q 45 1 C83. 83 983.27 6C u'5.

930.0 125.5 304.4 748. 2 Q..C'7 ~ 1084.36 983.31

55. EU 8&1.0 i 27.? 733. Z ?68. 8 Q.55 1 084. 92 983. 35 50 ~ Uu 4 ~ U 1 24.0 &ZB 6 0.45 1C85.37 983 38 56 ~ ZG 2530.0 135 5 2393.4 145E.? 1.L5 1 686. 42 983.45 56 40 3255.0 150.8 3104.1 2748.S 1.9? 1088.40 983.59 o.bu >9"4. 154 Q 3819.9 34&Z.Q Z.49 1090 89 983.76 55 60 3330:0 132.6 3647.3 3733.6 2.6$ 1093. 58 983.95 57.00 Z920.0 1o?.7 2722. 2 31P4 2.2o 1 095. 87 984.11 ir 0 192?.C 210. 7 1716. Z 2219 2 co 1 C97 47 984.22 57.40 1?51 0 21?.G 1 533.9 1625.0 17 1098.&4 984.30 Sr.bu 1010.0 ?2?o) 1<<82 ~ 4 1458 1.GC 1094.69 984.38 lr eBU 1c 4~u 233 ~ Ir40 2 1211.3 0.87 1100.56 984 44 58.00 955.0 236i8 718 1.. 879 0.83 1101 19 984.48 58.20 759.0 239 .4 . 519.5 &18.8 0 44, 1101.64 984 51 03 ~ 0 48.G c4r'.0 500 0 510a2 0.36. 1 102. 01 o84 54 58.60 748.0 249.4 49 5 449 7 0.35 1102. 37 984 56 5P..PQ 633.0 252.4 3pn.5 439.5 0.31 1102. 68 984.58 4 .u 249 ZZ ~2 303 9 0.21 1102 90 984.50-59 20 559.0 250.9 308.0 257 6 0 19 1103. C9 984.51 59.40 619.0 '55.9 363.0 335.5 0 24 1103. 34 984.53'84 o4 boa.u 43 o 4(5 '9b.4 0.28 1103. 62 55 59 80 621 0 259.7 361 2 395.5 0.28 1103 91 984.67

'0.bG 471.0 ?62.8 208.1 2S4.6 0 20 1104 984 58 191 19.4 - .,-28.4'.... 89 8 0. L'6 1104.18 984 69-

~

60.40 , 119.0 ..', 216 ' "

-99 4 -63 9 O.D4 1104.13 984.58 '.

I eo 60 53.0 22Dr6 167 6 -133.5 -0.09 1104 03 984.6 eC 814.8 -211 b -189 -0 13 1103.90 984.67 61.00 ,

0.0 213.5 -213.5 2f2 ~ 7 -0.15 1103. 74 984.66'

66. 00 0.0 '192. 8 -192.8 -203.2 -3. 65 1100. 09 4.40 0 108 ~ -go8 5 -180 6 -3 90 1096.1S 984.13.

78 GQ 0.0 148 1 -148.1 -158.3 -3. 41 1092.76 983.89

'4.00 0.0 132.3 -132.3 -140.2 -3.QZ 1CR'9.?3 '8~.68 eU 1 lb+ -1 -2 70 1 087 ~ 03 983 49

'

9o.00 0 0 105.7 -105.7 112.0 2. 41 1084.61 983.33 102.00 Q.a 94.5 -94. 5 -100. 1 -2.1& 1 CR?. C4 3 18 8 84+4 . 69 ~ 4 -1 93 1080 51 983 04 ~

1 14 ~ OQ ~

0 0 76 7 -76 7 ). -80 6 -1.74 >0?8.?r 982 92 l

PfguIe 9 POND HILL. RESERVOIR ROUTIN6 OF 100-YEAR FLOOD a

SPILLMAY VIDTH = 10 FT ~

<HOURS CFS CFS CFS CFS ~

HCF NCF FT 0<<<<<<<<<< <<<<<<<<<<<<<<<< <<<<<<<<<<<<<< <<<< <<<<<<<< <<<<<<<<<<<<<<

0 ~ 10 1 ~0 Q 1051. 58 981 D3 49.9 '

1 , ~

0 ZQ 101.0 ":: 99 8 0.01 1051. 59 981 03 a

0 69 175.0 1.5 tr?r 4 155.0 0.11 1051.79 981.04

. G.LQ 171.0 1 8 169.1 1 71.2

0 12 1051 91 981.05

~ ~

0 C C oa 1.2G +57 Q 2.4 354.5 241.2 0.17 1052.19 981.0 7 1.44 44~ 0 .444 8 399. 6 0. 28 1052.48 981.09

4.  ?. ">A Con 4 7C n 1.60 St 5.0 4 7 510.2 523 1 0. 37 1053.21 981 14 2 00 392.0<< 5.4 386.5 448.3 0.32 1053.53 981.16 7'PQ Z7 a 7 2 40 17&2.G 9 ~4 1752 5 1561.7 1.12 1 055. 29 981.29 2 60 2'148.0 12.5 2135.4 1943 1.39 1056.C9 981 38 C 0 4< no n a 3 00 1571 0 19.0 1551.9 ~ 1 798 ~ 4 1.29 1059 49 981 58 3 20 917.0 29.9 89&.e 1223 9 0;88 1960.37 . 981;54 gn 79 ?9 0 er r o 60 659 0 23 6 ,

635.3 695 9. 0.50 1061. 47 981 72 483. 0 24.C 458.5 546

~16 0.39 1061.86 981 74

'.80

,

4 4 0 ?g 9'6 a 15 at 76 4

4.40 20 349.0 25.3 C'23.

6 29 ' 0.23 1C&c,.38 981. 78 368 ~ 0 25.9 342 ~ 0 332.8 0.23 1062.62 981.80 C.&0 0 26.5 364 3 353.1 0.25 1062.a8 9 1 1 4.60 345.D. ., 27.4 317.5 340 9 0 24 1 063.12 981.83

'5 00 261.0 .'-::.27.8- Z33.1 275.3 0.19 1 063. 32 981.85 2~ li.c -...Pr 9 0 0 1~ 1 15 1 063. 48 981 .86 5.4u 239. 0 2 al a 2 21 0.7 207 9 0 14 1063.63 981.87 5 60 248 0 Z8 6 Zt 9.3 215.0 0.15 1 063.78 981.88 5 eo 21& 0 2~ 2 18&.7 203.0 0 14 1063. c'3 9at.89

..6.00..

'541.0'"'"

163.0...., '9.4 .. t33.5 160 0.11 1064.04 981 90 6 ZO" 0'.,; 29'; .. 36 6 ,. 85.t. 0.06 1 064. 11 981.90

~

6 CO " -'< 29 6 '~

11.3 24 0 0.01 1064.12 981.90 6.60 18 ~ 0 25 0 -7 0 2 1 0.00 t 064.12 981 90 6 80 1.0 24.5 -23. 5' -15 2 -0.01 1064 11 981.90 0 C 4 4 -23.0 01 10&4 10 981 9 7~ 20..:" ": 0 0 24.3 . -24.3 -24. 3 .. -0. G 1 1 064. 08 981.90 7.40'= - Q.o'.:=. 24 3 .. "24 3 24 3,,-O.ot 106'4 06 981.90 7 &0' 0 ZC.3 -24.3 -24 3 -0.01 1 064. 04 081 .90 t 7+80 0 0 24.2 c4 2 -24 2 "0.01 1064. 03 981.89

'800 0~0 -24.2 24 2 "0.01 1064.01 981 <<89

~

8 0 0.0 24.2 -ZC -24;7 -0.01 1063 99 9Pt.a9 I 8 40 0 0 24 1 '24 -24 1 -Q.ot 1063.97 981 89 8 ~ 60 0.0 Z4.1 -24.1 -24.1 -0.01 1 063 95 981 8'9.

80 .0 24.1 "ZC.1 -24.1 "0 01 1 063.94 981 89 9 00 0.0 ZC.O -24.0 -24. t -0.01 1063.92 981.89 I -74 0 <<')4 Q <<0 01 1063 90 08i 89 9 40. Q~ 0 24.0 ~ 24 0 -24 ~ 0 -0 01 1063 89 981 88

'R. 6u n.o 23.9 23.9 -24.0 "0.01 1063.87 981 .88

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(M.S.L.)

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9,935 l,()47 I'i, 307 7 >) 'i I (>.!> '> I 'j.(>

12, 27!i l,n27 35,074 7.0 !i I 7. () 5l(> () ~

14,035 1, 023 43, 199 6.5 510.5 517.!i 1.0 15, 710 1,4 I4 42, 110 6.6 5i] H. 0 5i17.9. 0.9 17, 7I35 l,(037 33, 302 0.4 ') I ') 0 510. I

'>(), (> 'I'i 940 2ll, 076 9.7 5l').9 5 I'). () ().9 22,0l0 2,00 l 57 564 4.9 5 I 7 520. >I 23, H90 2,007 40 990 5.7 021.0 520.(l

>!>> >>0() 1, 33'i 45,640 (i. 1 522 ' !i23 ~ I

.>(), ()I I'i 70 I 20, ()27 ').0 'i:! I 7~ 'i:>t). H 27, II(>>j. I >II2  ;>'j, I) 3'> I I. I 'i23. 0 'i2 I .0 2),.'n5 79() 27,152 10.3 'i22 H ~ r22 I (). 7 29,600 750 27, 01(> 10.4 523. () 522.9 (). 7 30,070 835 27,599 10.1 524. I 523.4 0.7

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