ML18031A332

Forwards Response to NRC 791205 Request for Addl Info Re Pond Hill Reservoir.Oversize Drawings Available in Central Files Only

ML18031A332
Person / Time
Site:	Susquehanna
Issue date:	12/17/1979
From:	Curtis N PENNSYLVANIA POWER & LIGHT CO.
To:	Sells D Office of Nuclear Reactor Regulation
References
PLA-432, NUDOCS 7912270245
Download: ML18031A332 (42)

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REGULATORY Ir RMATION DISTRIBUTION SYST (BIDS)

ACCESSION NBR i 7912270245 DOC ~ DATE 5 79/12/17 NOTARIZED! NO FACIE 50-387 S~squehan~a Stea~ Electr'ic Stat/one

'Onit ii Pennsylva 50 388 Susquehanna Steam Electric Stationi Onit 2i Pennsylva AUl H ~ NAME AUTHOR AFFILIATION Cof)TISi N ~ trf ~

Pennsy'lvani'a'Power 8 Light Co, RECK' NAME RECIPIENT AFFILIATION SELLSED,4 ~

Environmental" Projects Branch 2

POCKET 05000387 05000388

SUBJECT:

For war ds response to NRC 791?05 request for addi info r e Pond Hill Reservoir.pversiie drawings to Central Files,-

DISTRISUTION CODE:

S0010 COPIES RECEIVED:LTR 1 ENCL I SIZE:

TITLE: PSAA/FSAR AAOTS and Related"Correspondence

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18'101 PHONE: (215) 821-5151 NORMAN W. CURTIS Vice President-Engineering ILConstruction 821-5381 December 17, 1979 Mr. Donald E. Sells, Acting Chief Environmental Projects Br anch 2

Division of Site Safety and Environmental Analysis U.S. Nuclear Regulatory ComIission Washington, D.C.

20555 SUSQUEHANNA SES POND HILL RESEVOIR INFORMATION REQUEST ER 100450 FILE 991-2 PLA-432 Docket Nos.

50-387 and 50-388

Dear Nr. Sells:

Attached are responses to your letter of December 5, 1979, requesting addi-tional information on the Pond Hill Resevoir.

Very truly your N.W. Curtis cc.

Paul Leech-USNRC

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Question 8.

Your response to item 3 of our October 29, 1979 information request is incomplete.

a)

Indicate the proposed location of the pumping station on the flooding map.

b)

Provide detailed discussions of alternatives to the floodplain location for the pumping station and, if you so conclude, justification for the non-practicability of alternatives off the floodplain.

Response

a)

The approximate location of the pump station as originally proposed is shown on the attached Figure

~l ~.

The new location for the pump station discussed below is also shown on the same figure.

b)

As part of the design phase of the Pond Hill Reservoir Project, all the project features have been reviewed and alternate schemes investigated.

For the water conduit, this investigation considered four alternate

routes, as shown in the attached Plate A-1 and as discussed below.

Alternate D, which would require a lined pressure tunnel construction was considerably more expensive than either alternate routes A or B, and therefore, was rejected.

Alternate Route C which would be a buried pipeline was rejected because of the difficultyof depressing the conduit grade to avoid hydraulic gradient problems.

Alternate Route A, was the water conduit originally proposed.

This route was compared with Alternate Route B described below.

The results of that summary are also described below.

Alternate Route B would be a 48" buried pipeline constructed adjacent to an access road which would be built parallel to Pond Hill Creek.

This water conduit route has been selected because of its lower estimated construction cost, easier maintenance and more favorable pump station location as discussed below.

The proposed pump station would be built adjacent to the railroad in an area outside the flood plain.

The intake would consist of two parallel steel pipelines extending about 100 feet into the river.

Inflow would be through other screens similar to those manufactured by Johnson Screen Company or slotted steel pipes similar to those manufactured by Ranney Co, (hereafter referred to as screens).

Approximately 196 feet of 48" dia, screens will be provided.

The maximum approach velocity will be about 0.38 ft. per second.

The pipe and screen inverts will be about two feet above river bottom and pipe

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crests will be about four feet below water level at minimum pumping flows'he attached Plate 2 shows the contemplated configuration of the proposed pump station.

Compensation releases to the river would be thru the screens.

Pumping and discharge capabilities would remain as discussed in our October 12, 1979 response.

Based on the recommendations of PP5L's local citizen project advisory committee known as the Pond Hill Reservoir Advisory Committee (PHRAC),

it is also proposed that access to the site will be along a new construction and permanent access road to be built parallel to Pond Hill Creek.

The proposed pipeline would be constructed adjacent to the road.

This will reduce construction traffic impacts on the Pond Hill community and eliminate the need to improve and widen the Lily Lake Road and local roads into the site.

The above described modifications t'o the project will:

Minimize traffic impacts on the Pond Hill Community, the proposed modifications will decrease traffic impacts on the community, and will not require major improvemetns to the local road system.

Remove the pump station from the floodplain, make it less noticeable from the River and provide a larger area for construction and maintenance at the pump station.

Eliminate tunnel construction uncertainties Reduce overall project construction costs.

Reduce maintenance costs of pump station and pipeline.

Provide a pump station which is conducive to unattended operation and has minimal freeze potential.

Respond to community concerns and desires.

Minimize construction impacts in the river due to the elimination of the need for coffer dams as the submerged intake can be constructed from a floating barge by divers.

Because of the operating characteristics of the submerged

intake, reduce aquatic impacts.

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Question 9

Details of the saddle dike do not appear consistent between plates 3 and 4.

a ~

On both figures the top of the dike is stated as at elevation 990 feet and is drawn at that elevation in plate 4.

In plate 3,

however, the dike is shown as connecting with the 1005 foot contours.

In that figure the dike is shown as about 450 feet long.

A dike connecting the 990 foot contours of the hills would be only about 150 feet long.

b.

Plate 4 shows the shoreline of the reservoir on the dike embankment when at the calculated maximum level of 984.9 feet and about 60 feet from the axis of the dike when at normal full pool elevation of 981 feet.

Plate 3 shows the shoreline considerably further away for both cases.

Please clarify these apparent discrepancies.

In addition, it appears from Plate 3 that at the normal full pool elevation of 981 feet, the water surface will be below the riprapped dike embankment, but will impinge upon what is labeled "zone 3 - random fill". Discuss how undermining and erosion of the tow of the dike will be prevented during times of wave attack on the random fill.

Response

9a.

Plate 3 shows the full extent of the dike construction including the portion of the dike which would require excavation of overburden to sound rock.

The dike contact with the original ground surface will be at elevation 990 but, dike construction will extend to the approximate limits shown to cutoff any potential flow thru the saddle area.

The actual construction of the dike will be about 450 feet long, but after completion the apparent length of the dike will only be about 150 feet.

9b.

The reservoir shoreline will be approximately as shown on plate 3.

The relationship shown on plate 4 between the existing ground surface and the maximum reservoir flood elevation of 984.9 is misleading because there is a topographic high point of approximately elevation 986 (as shown on plate

3) between the dike and the reservoir.

lfater would not be expected to reach the toe of the dike even under PMF conditions.

Final grading in this area will prevent ponding of rainfall between the dike and the high point.

Final design of the dike will consider possible wave attack on the random filland appropriate measures to prevent erosion and undermining will be taken if necessary.

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EXHIBIT 3

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~ 4 Question 8.

"our response to item 3 of our October 29, 1979 information request is.incomplete.

a)

'Indicate the proposed location of the pumping station on the flooding map.

b)

Provide detailed discussions of alternatives to the floodplain location for the pumping station and, if you so conclude, justification for the non-practicability of alternatives off the floodplain.

Response

a)

The approximate 'location of the pump station as originally proposed is sho>m on the attached

.Figure

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The new location for the pump station discussed below is also shown on the same figure.

b)

As part of the design phase of the Pond Hill Reservoir Project, all the project features have been reviewed and alternate schemes investigated.

For the water conduit, this investigation considered four alternate routes, as shown in the attached Plate A-1 and as discussed below.

Alternate D, which would require a lined pressure tunnel construction was considerably more expensive than either alternate routes A or B, and/therefore, was rejected.

Alternate Route C which would be a buried pipeline was rejected because of the difficultyof depressing the conduit grade to avoid hydraulic gradient problems.

A'lternate Route A, was the water conduit originally proposed.

This route was compared with Alternate Route'B described below.

The results of that summary are also described below.

Alternate Route B would be a 48" buried. pipeline constructed adjacent to an access road which would be built parallel to Pond Hill Creek.

This water conduit route has been selected because of its lower estimated construction cost, easier maintenance and more favorable pump station location as discussed below.

The proposed pump station would be built adjacent to the railroad in an area outside the flood plain.

The intake would. consist of.two parallel steel pipelines extending about 100 feet into the river.

~ Inflow would be through other screens similar to those manufactured by

'Johnson Screen Company or slotted steel pipes similar to those manufactured, by Ranney Co. (hereafter referred to as screens).

Approximately 196 feet of 48" dia. screens will be provided.

The maximum approach velocity will be about 0.38 ft. "per second.

The pipe and screen inverts will be about two feet above river bottom and pipe 0

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The attached Plate 2 shows the contemplated configuration of the proposed pump station.

Compensation releases to the river would be thru the screens.

Pumping and discharge capabilities would remain as discussed in our October 12, 1979 response.

Based on the recommendations of PP5L's local citizen project advisory committee known as the Pond Hill Reservoir Advisory Committee (PHRAC),

it is also proposed that access to the site will be along a new construction and permanent access road to be built parallel to Pond Hill Creek.

The proposed pipeline would be constructed adjacent to the road.

This >>ill reduce construction traffic impacts. on the Pond Hill community and eliminate the need to improve and widen the Lily-Lake Road and local roads into the site.

The above described modifications to the project will:

0 Minimize traffic impacts on the Pond Hill Community, the proposed modifications will decrease traffic impacts on the community, and will not requ re major improvemetns to the local road system.

0 Remove the pump station from the floodplain, make it less noticeable from the River and provide a larger area for construction and maintenance at the pump station.

0 0

0 Eliminate tunnel construction uncertainties Reduce overall. project construction costs.

Reduce maintenance costs of pump station and pipeline.

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.Provide a pump station which is conducive to unattended operation and has minimal freeze potential.

0 Respond to community concerns and desires.

0 0

Minimize construction impacts in the river due to the elimination of the need for coffer dams; as the submerged intake can.be constructed from a floating barge by divers.

'Because of the -operating characteristics of the submerged intake, reduce aquatic impacts.

Question 9

Details of the saddle dike do not appear consistent between plates 3 and 4.

a ~

On both figures the top of the dike is stated as at elevation 990 feet and is drawn at that elevation in plate 4.

In plate 3,

however, the dike is shown as connecting with the 1005 foot contours.

In that figure the dike is shown as about 450 feet long.

A dike connecting the 990 foot contours of the hills would be only about 150 feet long.

b.

Plate 4 shows the shoreline of the reservoir on the dike embankment when at the calculated maximum level of 984.9 feet and about 60 feet from the axis of the dike when at normal full pool elevation of 981 feet.

Plate 3 shows the shoreline considerably'urther away. for both cases.

Please clarify these apparent discrepancies..

In addition, it appears from Plate 3 that at the normal full pool elevation of 981 feet, the water surface will be below the riprapped dike embankment, but will impinge upon what is labeled "zone 3 - random fill". Discuss how undermining and erosion of'he tow of the dike will be prevented during times of wave attack on the random fill.

Response

9a.

Plate 3 shows the full extent of the dike construction including the portion of the dike which would require excavation of overburden to sound rock.

The dike contact with the original ground surface will be at elevation 990 but, dike construction will.extend to the approximate limits shown to cutoff any potential flow thru the saddle area.

The actual construction of the dike will be about 450 feet long, but after.

completion the apparent length of the dike will only be about 150 feet.

9b.

The reservoir shoreline will be approximately as shown on plate 3.

The relationship shown on plate 4 between the existing ground surface and the maximum reservoir flood elevation of 984.9 is misleading because there is a topographic high point of approximately elevation 986 (as shown on plate

3) between the dike and the reservoir.

i'later

. would not be expected to reach the toe of the dike even under PhIF conditions.

Final grading in this area will prevent ponding of

.rainfall between the dike and the high point.

Final design of 'the

':dike will consider possible wave attack on the random filland appropriate measures to prevent, erosion and undermining will be taken if necessary.

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Question 8.

Your response to item 3 of our October 29, 1979 information request is incomplete.

a)

Indicate the proposed location of the pumping station on the flooding map.

b)

Provide detailed discussions of alternatives to the floodplain location for the pumping station and, if you so conclude, justification for the non-practicability of alternatives off the floodplain.

Response

a)

The approximate location of the pump station as originally proposed is shown on the attached Figure -~t ~

The new location for the pump station discussed below is also shown on the same figure.

As part of the design phase of the Pond Hill Reservoir Project, all the project features have been reviewed and alternate schemes investigated.

For the water conduit, this investigation considered four alternate routes, as shown in the attached Plate A-1 and as discussed below.

Alternate D, which would require a lined-pressure tunnel construction was considerably more expensive than either alternate routes A or B, and~therefore, was rejected.

Alternate. Route C which would be a buried pipeline was rejected because of the diff'icultyof depressing the conduit grade to avoid hydraulic gradient problems.

Alternate Route A, was the water conduit originally proposed.

This route was compared with Alternate Rou'te B described below.

The results of that summary are also described below.

Alternate Route B would be a 48" buried pipeline constructed adjacent to an access road which would be built parallel to Pond Hill Creek.

This water conduit route has been selected because of its lower estimated construction cost, easier maintenance and more favorable pump station location as discussed below.

The proposed pump station would be.built adjacent to the railroad in

'an area outside the flood plain.

The intake would consist of two parallel steel pipelines extending about 100 feet into the river.,

'Inflow-would be through other screens similar to those manufactured by Johnson Screen Company or slotted steel pipes similar to those manufactured by Ranney Co., (hereafter referred to as screens).

Approximately 196 feet of 48" dia.

screens will be provided.

The maximum approach velocity will be about 0.38 ft. per second.

The pipe and screen inverts will be about two feet above river bottom and pipe

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The attached Plate 2 shows the contemplated configuration of the proposed pump station.

Compensation releases to the river would be thru the screens.

Pumping and discharge capabilities would remain as discussed in our October 12, 1979 response.

Based on the recommendations of PP5L's local citizen project advisory committee known as the Pond Hill Reservoir Advisory Committee (PHRAC),

it is also proposed that access to the site will be along a new construction and permanent access road to.be built parallel to Pond Hill Creek.

The proposed pipeline would be constructed adjacent to the road.

This will reduce construction traffic impacts on the Pond Hill community and eliminate the need to improve and widen. the Lily Lake Road and local roads into the site.

The-above described modifications to the project will:

Minimize traffic impacts on the Pond Hill Community, the proposed modifications will decrease traffic impacts on the community, and will not require major improvemetns to the local road system.

Remove the pump station from the floodplain, make it less noticeable from the River and provide a larger= area for construction and maintenance at the pump station.

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Eliminate tunnel construction uncertainties Reduce overall project construction costs.

Reduce maintenance costs of pump station and pipeline.

0 Provide a pump station which is conducive to unattended operation and has minimal freeze potential.

0 Respond to community concerns and desires.

0 Minimize construction impacts in the river due to the elimination of the need for coffer dams; as the submerged intake can be constructed from a floating barge by divers.

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.Because of the operating characteristics of the submerged-intake, reduce aquatic impacts.

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Question 9

Details of the saddle dike do not appear consistent between plates 3 and 4.

a

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On both figures the top of the dike is stated as at elevation 990 feet and is drawn at that elevation in plate 4.

In plate 3, however,.the dike is shown as connecting with the 1005 foot contours.

In that figure the dike is shown as about 450 feet long.

A dike connecting the 990 foot contours of the hills would be only about 150 feet long.

b.

'Plate 4 shows the shoreline of the'reservoir on the dike embankment when at the calculated maximum level of 984.9. feet and about 60 Eeet from-the axis of the.-dike when at normal.full.pool elevation of 981 feet.

Plate, 3 shows, the shoreline considerably further away for both cases.

~ t Please clarify these apparent discrepancies.

In addition, it appears from Plate 3 that at the normal full pool elevation of 981 feet, the water surface will be below the riprapped dike embankment, but will impinge upon what is labeled "zone 3 -.random fill". Discuss how undermining and erosion of the tow of the dike will be prevented during times of wave attack on the random, fill.

Response

9a.

Plate 3 shows the full extent of the dike construction including the portion of the dike which would require excavation of overburden to sound rock.

The dike contact with the original ground surface will be at elevation 990 but, dike construction will extend to the approximate limits shown to cutoff any potential flow thru the saddle, area.

The actual.construction of the dike will be about *450 feet long, but after completion the apparent length of the dike will only be about 150 feet.

9b.

The reservoir shoreline will be approximately as shown on plate 3.

The relationship shown on plate 4 between the existing ground surEace and the maximum reservoir flood elevation of 984.9 is misleading because there is a topographic high point of approximately elevation 986 (as shown on plate

3) between the dike and the reservoir.

1"ater.

., would,not be expected to reach the toe of the dike.even under Pb!F conditions.

Final grading in this area will prevent ponding of

.rainfall between the dike and the high point.

Final design of the

':dike will consider possible wave attack on the random filland appropriate measures to prevent erosion and undermining will be taken if necessary.

PN:JLI PN]87:3

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Question 8.

Your response to item 3 of our October 29, 1979 information request is incomplete.

a)

Indicate the proposed location of the pumping station on the flooding map.

b)

Provide detailed discussions of alternatives to the floodplain location for the pumping station and, if you so conclude, justification for the non-practicability of alternatives off the floodplain.

Response

a)

The approximate location of the pump station as originally proposed is

'hown on the attached Figure

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The new location for the pump station discussed below is also sholem on the same figure.

b)

As part of the design phase of the Pond Hill Reservoir Project, all the project features have been reviewed and alternate schemes investigated.

For the water conduit, this investigation considered four alternate routes, as shown in the attached Plate A-1 and as discussed below.

Alternate D, which would require a lined pressure. tunnel construction

.was considerably more expensive than either alternate routes A or B, and. therefore, was rejected.

Alternate Route C which would be a buried pipeline was rejected

.because of the difficultyof depressing the conduit grade to avoid hydraulic gradient problems.

Alternate Route A, was the water conduit originally proposed.

This route was compared with Alternate Route B described below.-

The results of that summary are also described below.

Alternate Route B would be a 48" buried pipeline constructed adjacent to an access road which would be built parallel to Pond Hill Creek.

This water conduit route has been selected because of its lower estimated construction cost, easier maintenance and more favorable pump station location as discussed below.

'he proposed pump station would be built adjacent to the railroad in

'an area outside the flood plain.

The intake would-consist of two parallel steel pipelines extending about 100 feet into the river.

Inflow would be through other screens similar to those manufactured by Johnson Screen Company or slotted s'teel pipes similar to those manufactured by Ranney Co. (hereafter referred to as screens).

Approximately 196 feet of 48" dia.

screens will be provided.

The maximum approach velocity will be about 0.38 ft. per second.

The pipe and screen inverts will be about two feet above river bottom and pipe

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The attached Plate 2 shows the contemplated configuration of the proposed pump station.

Compensation releases to the river would be thru the screens.

Pumping and discharge capabilities would remain as discussed in our October 12, 1979 response.

Based on the recommendations of PP5L's local citizen project advisory committee known as the Pond Hill Reservoir Advisory Committee I'PHRAC),

it is also proposed that access to the site will be along a new construction and permanent access road to be built parallel to Pond Hill Creek.

The progosed pipeline would be constructed adjacent to the road.

This will reduce construction traffic impacts on the Pond Hill community and eliminate the need to improve and widen the Lily Lake Road arid local roads into the s-'te.

'he above described modifications to the project will:

0 Minimize traffic impacts on the Pond Hill Community, the proposed modifications will decrease traffic impacts on the

. community, and will not require major improvemetns to the local road system.

0 Remove the pump station from the floodplain, make. it less noticeable from the River and provide a larger area for construction and maintenance at the pump station.

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0 Eliminate tunnel construction uncertainties Reduce overall project construction costs.

Reduce maintenance costs of pump station and pipeline.

0 Provide a pump station which is conducive to unattended operation and has minimal freeze potentials 0

Respond to community concerns and desires.

0 minimize construction impacts in the river due to the elimination of the need for coffer dams; as the submerged

.intake can be constructed from a floating barge by divers.

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'Because of the operating characteristics of. the submerged intake, reduce aquatic impacts;

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Question 9

Details of the saddle dike do not appear consistent between plates 3 and 4.

a ~

On both figures the top of the dike. is stated as at elevation 990 feet and is drawn at that elevation in plate 4.

In plate 3,

however, the dike is shown as connecting with the 1005 foot contours.

In that figure the dike is sho>>m as about 450 feet long.

A dike connecting the 990 foot contours of the hills would be only about 150 feet long.

b.

Plate 4 shows the shoreline of the reservoir on the dike embankment when at the calculated maximum level of 984.9 feet and about 60 feet from the axis of the dike when at normal full.pool elevation of 981 feet'.

Plate 3.shows. the shoreline considerably further away for both cases.

Please clarify these. apparent discrepancies..

h In addition, it appears from PIate 3 that a't the normal full pool:

elevation of 981 feet, the water surface will be below the riprapped dike embankment, but will impinge upon what is labeled "zone random fill". Discuss how undermining and erosion of

.the tow of the dike will be prevented during times of wave attack on the random fill.

f

Response

9a.

Plate 3 shows the full extent of the dike construction including the portion of the dike which would require excavation of overburden to sound rock.

The dike contact with the original ground surface will be at elevation 990 but, dike construction will extend to.the approximate limits shown to cutoff any potential flow thru the saddle area.

The actual construction of the dike will be about 450 feet, long, but after completion the apparent length of the dike will only be about 150 feet.

9b.

The reservoir shoreline will be approximately as shown on plate 3.

The relationship shown on plate 4 between the existing ground surface and the maximum reservoir flood elevation of 984.9 is misleading because there is a topographic high point of approximately elevation 986 (as shown on plate 3) between the dike and the reservoir..

lfater

would not be, expected to reach the toe of the dike even under PMF conditions.

Final grading in this area will prevent ponding of

.rainfall between the dike and the high point.

Final design of the

'-dike'ill cons'er poss ble wave attack on the random filland appropriate measures to prevent erosion and undermining will be taken if necessary.

PW:JLI PN]87:3

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