ML20069G531

Legible Exhibit 2 to Applicant Trial Brief & List of Exhibits on Supplemental Cooling Water Issues

ML20069G531
Person / Time
Site:	Limerick
Issue date:	09/24/1982
From:	CONNER & WETTERHAHN, PECO ENERGY CO., (FORMERLY PHILADELPHIA ELECTRIC
To:	Atomic Safety and Licensing Board Panel
Shared Package
ML20069G527	List: ML20069G525 ML20069G531
References
NUDOCS 8209290152
Download: ML20069G531 (12)

Text

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me4 zuvinoamcuna. evuoise Boa en urancs svuoice vruce ows avm mas .ses ,

January 22, 1982 .

M r. Roy E. Denmark, Jr. ,

Chief, Perzdits Branch, .

U. S. Corps of Engineers, Custom House, Sacond & Chestnut Streets, '

Philadelphia, Pa. 19106 .

Re: Application No. NAPOP-R-80-0534-3 .

Point PIeasant Pumping Station

Dear Mr. Dezimark:

Since submission of the referenced application on July 18, 1980, we have determined that certain revisions should be made in the plans for the project to improve the efficiency of the facility and to reduce to a minimum any environmental impact. These revisions are described in the following

~

paragraphs and the reasons for each are given. .

1 Further Extension of Intake into River Channel. The initial plans for the Point Pleasant Pumping Station called for a shoreline water intake with vertical travelling screens. In 1980 and prior to submission of the refer-cnced Application, the intake was changed to one utilizing cylindrical Johnson wedge wire well screens located approximately 200 feet out into the River channel. The 200 foot distance was selected af it placed the intake beyond a back eddy in the River which extended out 150-160 feet fro ~m the west bank and, ~

also, put the intake in a position where it would always be subject t'o piisitive, or downstream flow velocities. This was verified by RMC Ecological Division ,

during field investigations for a report titled " Biological Evaluation of the- Pro-posed Water Intake in the Delaware River at Point. Pleasant, Pennsylvania" (copy furnished by letter of January 28, 1981 to R. E. Denmark), and by River flow velocities measured by RMC on July 23, 1981; which measuremlent's are tabulated on Table No.1 and discussed later herein. -It should be' reiterated that,,at this location, the intake would not b'e in the backwater eddy ' portion of the River and, also, River flows past the screenswould be in a dobiti, ' -

stream direction. ' .,

In connection with the above biological evaluation, ..the slots in the wedge wire screens were reduced from 1/4 inch to 2 mm whichlincrea, sed the diameter and length of the individual screens from 36 inches'to 40: v inches, in order to maintain a maximum inflow velocity of 0.5 feet per second (fps). This

] 2 mm slot provided assurance that no shad eggs would be entrained by the

acreens. , ,

8209290152 820924 PDR ADOCK 05000352 G PDR

P,cg o. 2 January 22, 1982 Mr. Roy E. Dcnmark, Jr. .

The River flow velocity measurements mentioned above showed that fu'rther extension of the intake into the River would increase the flow velo .

cities past the screens, which should, in turn, lessen the likelihood of debris and aquatic life'baing impinged on or e~ ntrained in the intake screens.' The sman acreen opening of 2 mm, combined with a definite River flow past the screens, precludes the entrainment of the vast majority of fish eggs and larvae and ocaentiaHy eliminates impingement. It was felt, however, that consideration '

should be given to utilizing higher flow velocities to reduce even further the ,

possibilities of entrainment. In this connection, reference is made to a paper titled " Studies of Three Cylindrical Profilo Wire Screens Mounted Paranel to Flow Direction" by Brian N. Hansen, a Res'earch Biologist with RMC Delmarva E cological, Lab. , Middletown, Del. This paper presents the results of actual flow tests on cylindrical wedge wire screens with. 2 mm slots, which tests -

measure the entrainment and impingement of fish eggs for three flow velocities.

The test results indicated that as now velocities increase from 0.5 to 1 foot per second (fps),. the percentage of eggs entrained or impinged is drasticany reduced,

- but higher velocities do not appreciably lessen this percentage. To provide for

. a flow velocity of I fps past the screens, the intake location is changed from Station 8+17 to Station 8+62, which positions the intake 45 feet further into the River, or about 245 feet from the west bank. The flow velocities at the new

{[' location, Station 8+62, may be noted by examination of Exhibits Nos. 1, 2 and 3 attached. Exhibit No. 1 is a plot of flow velocities measured in the River at the intake site on November 7,1980 when the River flow was about 3,000 cfs and the water surface was at Elevation 70.8. Exhibit No. 2 shows flow velocity measurements on July 23, 1981, when the River flow was approximately 4,500

.cfa and the water surface elevation was 71. 4. The horizontal stationing used on the exhibits is that of the centerline of the River intake facilities, with the 0+00 Station located at the intersection of this centerline and a line connecting two permanent monuments on the Project site along State Route No. 32.- (The stationing and the monuments are shown on Exhibit No. 5. ) The transverse position of the intake assembly, both where originany proposed and where now

planned, has been indicated.on these exhibits by marking each with its center-line stationing, 8+17 and 8+62, respectively. . Exhibit No. 3 is a plot of flow valecity measurements on Nove

:nber 7,1980 and July 23, 1981, at the proposed intake rite (Station 8+62) and at the elevations at which they were taken. There win be two rows of screens, as can be seen on Exhibit No. 5, and the velocities at the centerline of both rows are shown on Exhibit No. 3 The west screens are those in the row nearest the Pa. shore and the east screens are in the row furtherest away. Also shown on Exhibit No. 3 are the top and bottoni eleva-tions of the intake screens; thus indicating the range of flow velesities which win pass the screens. Tho Exhibit reveals that even with a low flow of 3,000 cfa, the flow velocities past the screen win range from 1. 0 to 1. 3 fps which is twice, or more, the maximum screen inflow velocity of 0. 5 fps. In this connec-tien, it should be noted that low flows do not normany occur during the major m

J o A copy of this paper has been furnished Richard Hassel, District Biologist.

. Mr. Roy E. Danmark, Jr. ,

fish spawning period of March thru June and, during that period, greater Hows can be anticipated with even higher River flow velocities. In fact, flow veloci ,

ties during the spawning period should be higher than those plotted on Exhibit i

No. 3 for a flow of 4,500 cfs which velocitie's are indicated by the, lines marked ^ -

"7-23-81" at the top. .

The velocity measurements plotted on Exhibits Nos. 1, 2 and 3

• were made by the Environmental Services Division - RMC on the days indicated.

Exhibit No. 4 is a cross section of the River channel at the inta.ke and the various components of the intake are shown thereon, together with the approximate rock line. .

2. Shift of Building Location and Intake Alignment. The pump l . station building was moved about 18 feet further away from State Route No. 32 and win be eictended about 15 feet to the southeast. This provides more working i

space for placement of the Combined Transmission Main under the highway, reduces the amounts of earth and rock excavation required for the building in-stanation, and provides a larger setback from the highway, permitting more landscaping at the front of the building to improve the general appearance of the fa cility. The building was lengthened to provide for a stairway and for additional equipment related to the River intake. The intake alignment was saifted as a result of the building movement and, also, to provide a straight run of pipe be-

fore entering the transition section of the pump sump. The straight run wiu l give improved now conditions in the pudsp sump, resulting in better pump oper-ation and higher pumping efficiencies.

In conformity with suggestions of reprcsentatives of the Pennsyl-vania Historical and Museum Commission, the roof of the pumping station build-ing was changed from a gambrel to a ridge roof, and some exterior architectural features were changed.

The originalintake plans provided for the 42-inch intake pipes to be spaced 22. 5 feet apart. In order to red'uce the amount of earth and rock excavation in the channel and on shore for the instanation, the pipes are now cpaced 6 feet apart and win be instaHed in a single ditch. This win reduce the arca of channel bottom that' win be disturbed by the instaHation. . With this closer pipe spacing, the size of the gate well was reduced. Also, the fin around the ,

gate wen was shifted landward lessening the volume and areal covera'ge. With the reduced fin and landward movement, the stone riprap on the fin has been climinated and erosion-resistant vegetation win be utilized.

Exhibit No. 5 shows a general plan and profile of the pumping ctatien and the water intake with the above revisions. The revisions win reduce the areas of wetlands affected to less than an acre and improve the appearance cf the facilities when viewed from River Road and from the Delaware River. The

p. g 4 . Tanuary 22,.1982 _

Mr. Roy E. Danmark, Jr. ,

j Pennsylvania Canal crossing will be shifted about 18 feet northwa:di but the con- -

struction procedure win be the same as originany planned and the crossing, when complete,. win restore .the Canal to orior conditions.

3 Revised Water Level Elevations. A very preliminary stage-discharge curve was developed in 1969 on the basis of selected (2 consecutive days of about same flow) recorded flows at Reigelsvine and recorded gage heights (gage washed out in 1955 Flood, and never replaced) at the Point Pleasant-Byram B ridge. Extrapolation of this data indicated that the water level at Point Pleasant might go as Ibw as Elevation 68, and this was utilized in the preliminary studies ,

ao the minimum water level. However, actual water level readings at the intake site in 1980 and 1981, when~ related to recorded River flows at Trenton'showed ,

~

that even with low flows of less than 3,000 cfs, the water level at the site is above Elevat' ion 70. A new stage-discharge relationship was developed in 1981 using recorded flows at Trenton and water level readings at the intake site. To confirm this relationship, the U. S. G. S. was requested and did make flow measurements of the Delaware River and the Raritan Canal at the L 2mberville Bridge, and of Paunnacussing Creek at State Route No. 32 Attached as Exhibit No. 6 is a copy of the data provided by the U.S.G.S. Exhibit No. 7 tabulates ,

and gives the sources of the discharge-water level relationship data for the Delaware River at the Intake site and includes a rating curve plotted from the data. Exhibit No. 8 is a sample of the computations which developed this data. '

4 On Sheet No. 3,of this exhibit, it win be noted that the drainage area of the Delaware River at the River intake is 97% of that at the Trenton gage.

Sheet No. 3 of Exhibit No. 7 explains how the minimum, normal, and maximum water levels were derived for the Delaware River at the PFPS sita. The term minimum water level, as used herein, refers to a design con- ,

dition; that is, this is the lowest water level when the withdrawal rate would be at the maximum.

4 Revisions'to Pumn Sumu and Intake Conduit. As menticned previously, the initial plans for the PPPS caned for a shoreline intake having l vartical travening screens with 3/8-inch wire spacing. The. change to a channel intake with circular wedge wire screens with 2 mm slots was made in order to provide the most environmentaHy advanced type of water intake. However, the usw instanation involved additional waterway structures: the gate well, three 42-inch pipes, the screen assembly piping, and the screens. AH of these result' in cdditional hydraulic losses over those of the shoreline intake and, tio compen-cate for these losses and to provide for necessary submergence of the pumps, -

' the pump sump was lowered and the conduit between the gate well and the tran-sition was increased from 5-foot diameter to 6-foot diameter.

Exhibit No. 9, attached, are computations which calculate the

( . hydraulic losses through the intake system and establish the floor elevation of l

l

^ ~' ~~ - -- - _ _ .. -

P ag.e 5 Januar Mr. Roy E. Danmark, Jr. .

~

the pump sump. Developed below is the. invert elevation of the 42-inch pipes at theiconnection to the screen assembly piping. Exhibit No.10, attached, is, a drawing showing the intake screen assembly in plan and section. Refer to ,

Sheet No. 2 of E=hibit No. 9 when reviewing the tabulations below. .

Minimum Water Surface Elevation 70.00

{ . ,

Minimum Water Cover over Screens 4.00 Elevation of Top of Screens -

66.00 Ode-half Screen Diameter I 1.67

. . Elevation of Screen Centerline 64.33 Piping Assembly - To % .36" Vert. Pipe 5.50' To Flange of 36-Inch Tee 1.00 To % of 36-Inch Tee 2.33 Total 8.83  ;

Elevation of Centerline of 36 Inch Tee 55.50 One-half Diameter 42-Inch Pipe 1.75 invert Elevation of 42-Inch Pipe at Intake Assembly 53.75 The a save invert elevation of 53.75 may be noted on Exhibits L Nos. 4 and 5 -

a In 1980, Converse Ward Davis Dixon, a firm of geotechnical consul-l - ;tants, made an investigation relating to the impact of using explosives in the construction of the proposed Point Pleasant Pumping Facilities and submitted l

a report to DREC thereon dated 20 May 1980. In essence, the firm found that required bbsting to install the pumping station and the pipe lines can reason-ably be contrel%d so as to~ result in no noticeable damage to nearby structures or water wells. The installation of the cha mel intake and lowering of the pump sump constituted changes in plan,:so the firm was requested to make a new avaluation taking the changes into account. Also, additional subsurface inform-ation had been obtained and the data was provided the firm. Attached hereto, as Exhibit No.11, is/e. letter. report on this evaluation wherein it is stated that the conclusions and recommendations of t'neir 20 May 1980 report are still va' lid.

Also, attached as Exhibits Nos. 12,13 and 14 are letters from tl e firm which provide additional information or clarify questions asked concerning their report.

As may be noted, the firm has changed its name to Converse Consultants. .

The previously described revisions will make no change in the can'struc-tion procedures which , vere submitted to the District Engineer by letter dated

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, M r. Roy E. Denmark, Jr. ,

September 9,1981. In fact, all except the further extension of the' intake into~

the River were taken into account when the procedures were developed and this further extension does not alter the procedures.

In conjunction with discussions with DER regarding the construction activities within the Canal, DER has indicated it believes it would be conven-ient to' perform repairs to Lock No. 13 at the same time as NWRA constructs the intake conduit under the Canal. These repairs are part of DER's continual routine maintenance program for the Canal and are not at all related to or caused by NWRA's proposed construction activities. To enable DER to accom-plish these ~ repairs, DER has indicated a desire to have a cofferdam constructed below Lock No.. 13 with water delivered below the dam by NWRA. This coffer-dam has be'en shown in plans submitted to the Bucks County Conservation District.

It is, however, NWRA's intention for DER to obtain 111 necessary reviews, approvals and/or permits incident to the construction of the cofferdam. Only if DER obtains. these approvals will the cofferdam be constructed.

The design of the Project, as shown on Exhibit Nos. 5 ane'.15, min-imizes the impact on the wetlands at the Project site. In November 1980, RMC performed a field vegetation survey of the site and, based on the survey, pre- -

pared a report entitled " Vegetation of the Point Pleasant Intake Site" which was submitted both to DRBC and the Corps of Engineers. The report concluded that the wetland vegetation at the site is " typical" and "widely distributed throughout the Northeastern United States". According to RMC's description, the wetland habitat at the Point Pleasant Pumping Station appears to fall within Resource Category No. 4 of the United States Fish and Wildlife Service's mitigation policy guidelines for habitats that may be affected by Federally per-mitted land and water resource developments (The guidelines were published in the Federal Register of January 23, 1981). Category No. 4 habitats are characterized as of " medium to low value", and the mitigation goal set for these habitats is the minimization of the loss of habitat value, rather than the creation of compensatory habitat.

In accordance with this goal, NWRA has made every effort to minimine

.the impact of construction on wetlands. In order to give full consideration to thc offect of the installation on the wetlands, the actual limits of the wetlands on the Project site were staked out by a biologist and these limits were then surveyed and placed on the site plan. They are shown on Exhibit No. 5, and on Exhibit -

No. 15 Through judicious design and planning, the total area of affected wet-lands is only 0. 30 acre which is about 1/3 of the 0. 93 acre of wetlands at the site. Of this, only 0.22 acre of wetlands will be permanently affected by place-ment of fill. The ground surface of the remaining 0.08 acre of affected wetland will be restored to original grade and should return to pre-construction condi-tions .

i

-J e

9

~~

Pag e .7 .anuary 22, l98'2 "Mr. Roy E. Danmark, Jr. - .

~ .. . ,

As shown on Exhibit No. 15, the alignment of the intake . conduit passes '

between the two principal wetland' areas, minimizing the amount of wetlands - .

affe cted. The fin around the gate wen and for the access road covers some of the wetland area but these facilities :re essential for the operation of the Pro-

~

jact. Also, some wetland area must be excavated for instaHation of the intake conduit. There win be a settling basin in the upper part of the property near the Canal towpath, during the construction period. The settling basin win affect only 0.01 acre of wetlands and is an essential structure for sediment control.

There will be no temporary stockpiling of excavated materials on wetland area.

~

Notwithstanding the successful efforts to minimize impacts of the Project on wetlands, NWRA is wining to provide compensatory wetlands if the Corps believes this is necessary. It should be noted that DRBC, after taking into account the marginal value of these wetlands and the sma11 amount affected, did not consider this necessary.

It should be stressed that none of the above described revisions increase the pumping capacity of the Prc, ject. Attached as Exhibit No. 16 is a, chart which shows the pumping capacity of the Station with one, two, three and four pumping units operating. These pumping units win be operating within the limits of the two relatively horizontal lines marked ' Maximum Head" and ' Minimum Head".

The " Maximum" line is based on pumping against the highest operating pool invel in Bradshaw Reservoir and the minimum low water level in the Delaware River. The ' Minimum" line is based on the' lowest operating pool level in Brad-shaw Reservoir and an above normal water level (Elev. 75) in the River. With au four pumping units operating, the total production of the Station win range from 3. 95 to 4. 00 minion ganons per hour and the maximum possible pumpage in a 24-hour day win be 94.8 to 96. 0 minion ganons. These amounts of pump-age are based on factory pumping tests which may be high and, also, the amounts are expected to decrease with wear on the pumps. .

If additional information is desired, please advise.

Sincerely yours, ' -

c.% gs.n x .

E. H. Bourquard EHB/bs .

Enc 1,

-) .

LIST OF EXHIBITS

. Exhibit No. Title

l. .PPPS - Delaware River Flow Velocities at Intake Site -

November 7,1980 2' PPPS - Delaware'R'iver Flow Velocities ,at Intake Site _-

July 23,1981.

3 PPPS - Delaware River Flow Velocities with Intake at Station 8+62 4 PPPS - Delaware River Channel Section at Water Intake.

5 PPPS - Location and Layout Plan, General Profile, Dec.

22, 1981, Rev. Jan. 13, 1982 6 Forwarding Memo and Discharge Measurement Notes -

.- Pennsylvania District, USGS, U. S. Dept. of the Interior.

7 . Development of Relationship between Water Discharge and Water Surface Elevation, Delaware River at PPPS Site, Point Pleasant, Pennsylvania, January 4, 1981 8 PPPS - Preliminary Design, Discharge-Stage Data at Intake Site, RES, 6-10-81, 4 Shee ts.

9 Point Pleasant Pumping Station - Preliminary Design, Intake Screens, JJP Jr., 1-9-81, 10 Shee ts .

10 Point Pleasant Pumping Station, Intake Screen Assembly and Piping Details, Sept. 1, 1981, Rev. Jan. 13, 1982 11 Converse Ward Davis Dixon Letter of 28 August, 1981, to E. H. Bourquard Associates , Inc.

D Converse Ward Davis Dixon Letter of October 13,1981 to E. H. Ecurquard Associates, Inc. ,

13 Converse Consultants Letter of October 27,1981 to E. H. Bourquard Associates, Inc.

14 Converse Consultants Letter of November 27,1981 to E. H. Bourquard Associates, Inc.

15 PPPS Site, Limits of Wetlands and Effected Areas.

16 PPPS - Head vs. Capacity Curves with 66/60 CTM and Peerless 28 HXB' Table No. Title 1 Velocity Measurements of Delaware River Flow alcng PPPS River Intake Centerline. '

J

.' - TABLE NO 1 Velocity Measurem'ents of Delawaro River Flow

'alongY ,

PPPS River Intake Centerline Water November 7,1980 .

Depth River Flow Velocity in Feet Per Second, at Centerline Station:

in Feet 7+05 7+85 8+60 9+30 9+95 10+53 11+03 1 0. 0 0. I 1. 4 1. 7 1.1 0. 5 Slack, to 4 ..

00. 0.1 1. 3 17 0. 7 0. 6 Slightly 7 0. 0 1.1 1. 6

0. 8 0. 5 Ups tregm 10 O. 9 1.4 W. S. Elev. - 70.8 Flow - 3000+- cfs July 23, 1981 River Flow Velocities in Feet Per Second, at Centerline Station:

6+49 6+74 6+99 7+24 7+49 7+74 7+99 1 0.1 0.1 -0.2 -0.2 0.05 +0.25

- 0.25 x

4 -0.2 -0.3 -0.1 -0.3 0. 3 7 -0.15 -0.2 +0.2

- 0. 4 10 -0.1 +0.15

- 0. 2 8+24 8+49 8+74 8+99 9+24 9+49 9+74

~

1 1. 3 2. 2 ~ 3. 0 3. 0 3. 5 3. 0 ' 2. 3 4 1. 2 2. 0 2.8 2. 5 2. 6 3.1 2. 0 7 0. 9 16 2. 6 2. 5 2. 7 2. 4 2.1 10 ,

0.75 0. 7 1. 5 2.1 2. 2 1. 6 1.1

. S. Elev. -

71.4 Flow - 4500I cfs

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