REGULATORY ORMATION DISTRIBUTION SY' (RIDS')

ACCESSION NBR ~ 79061 I0285~ OOC ~ DATE ~ 79/06/12 NOTARIZED)�'OFACIL:50-000 Shearon Harris Nuclear Power Plantg Unit ii Cai olina

50 401 Shearon Harris Nuclear- Powet Plantq. Dnit 2'g Carolina

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50-402 Shearon Harris. Nuclear Power Plenty Unit 3-i C~rolinaAUTH'e NAME AUTHOR AFFILIATION

MCDUFFIE<M,A, Carolina Power~ 8 Light Co,RECIP ~ NAME, RECIPIENT AFFILIATION

PARRgO,D, Light Aeter Reactors Branch 3

DOCKET'0500000005000001,

SUBJECT: Responds to 790517 request for info re 30" svc water" lines" LadJacent" electr ical conduit between emergency svc water/cooling tower make up intake'tructure 'L Tank: Bldg 1,.Questions involve »seismic category 1 piping>

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ma~Carolina Power 8 Light Company

June 12, 1979

Mr. Olan D. Parr, ChiefLight Water Reactors Branch No. 3Division of Project ManagementUnited States Nuclear Regulatory CommissionWashington, D. C. 20555

SHEARON HARRIS NUCLEAR POWER PLANT UNIT NOS 1 ~ 2 ~ 3 j AND 4DOCKET NOS 50 400~ 50 401 ~ 50 402~ AND 50 403

DESIGN CRITERIA FOR FILL AND BACKFILLSUPPORTING CATEGORY I PIPES AND CONDUITS

Dear Mr. Parr:

On May 4, 1979, NRC Region IX, Office of Inspection and Enforcementrequested that Carolina Power & Light Company (CP&L) not place Category Ibackfill or install Class I piping in the powerhouse block until the placementcriteria, test criteria, and implementing procedures were reviewed byRegion II. Also, Region II requested CP&L not to place additional Category Ifillor install Class I piping in any plant yard area which requires filltosupport Class I piping and/or electrical conduit until the previously placedfillis acceptable. Their concurrence would be based on receiving writtenapproval from the Office of Nuclear Reactor Regulation (NRR) that previouslyplaced Sill in Class I piping areas is acceptable.

On May 10, 1979, your staff approved placing backfill againstClass I structures in areas not traversed by seismic Class I pipes and/orelectrical conduits. On May 17, 1979, you requested Carolina Powex' LightCompany to respond to specific information requests made by the GeosciencesBranch in order to complete your review of the design criteria for fillandbackfill supporting Category 1 conduits and pipeline.

The following responses for the areas encompassing the 30-inchservice water lines and adjacent electrical conduit between the emergencyservice water and cooling tower make-"up intake structure and No. 1 TankBuilding (Station coordinates N230 to N1300) are provided for your review.Powerhouse block areas which are traversed by 'seismic Class I piping andelectrical conduits are also addressed. Information on the remainingCategory I piping areas will be submitted on a future date.

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Response 362.1 — The location of all Category I pipes and conduits in theyard, fillareas in the yard, and the backfill areas against plant buildingsare shown in drawing SK-1364-CH 620, "Layout of Category I Pipes and Conduitsin Yard," (Attachment 1).

aO The fillin the yard to support Category I pipes and conduits wasplaced as per Ebasco Specification CAR-SH-CH-8, Revision 1 and 2,"Excavation, Backfill, Filling,,and Grading," (Attachment 2), andSite Soil Control Procedure TP-02 (Attachment 3). The random fillwas placed in 1974 and was classified in five (5) differentcategories according to the gradation of the material and method ofplacement and control. A description of the five (5) categories ofrandom fillis as below:

Category 1:

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Category 2:

Overburden material with 90 percent passing a 3/4-inchscreen, compacted by sheepsfoot roller in 8-inch layersto achieve at least 95 percent of maximum StandardProctor Density and controlled by field density tests.(See Typical Standard Proctor Curves and Field DensityTests — Attachment 4).

Overburden material with less than 90 percent passing a3/4-inch screen, compacted by six (6) passes ofsheepsfoot roller in 12-inch layers. The method was

, developed by, in'-place test fillsections to achieve atleast 95 percent of maximum Standard Proctor Density.(See Typical Field Inspection Report, and Test FillData —Attachment 5.)

Category 3: Overburden material with 90 percent passing a 3/4-inchscreen, compacted by eight (8) passes of sheepsfootroller in 12-inch layers. The method was developed byin-place test fillsections to achieve at least95 percent of maximum Standard Proctor Density. (SeeTypical Field Inspection Report and Test FillData — Attachment 6.)

Category 4: Ripped rock material with less than 90 percent passinga 3/4-inch screen, compacted by eight (8) passes ofsheepsfoot roller in 12-inch layers. The method wasdeveloped by in-place test fillsections to achieve atleast 95 percent of maximum Standard Proctor Density.(See Typical Field Inspection Report and Test FillData —Attachment 7.)

Category 5: Blasted material placed in 24-inch lifts and compactedby six (6) passes of vibratory roller. The method wasdeveloped by test fillsection. (See Typical FieldInspection Report and Test Fill Data —Attachment 8.)

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b. Backfill against the plant buildings will be selected backfill asper Ebasco Specification CAR-SH-CH-8 (Attachment 2). However, theexcavated area between the plant building wall and rock (or thenatural ground) under 30-inch and 8-inch service water pipe lines atthe locations shown in Drawing SK-1364-CH-620 (Attachment 1) will bebackfilled with 2000 psi concrete. The concrete fillwill beseparated from the building wall by a flexible filler material.

A profile along 30-inch service water line in the yard fromEmergency Service Water Intake Structure to Tank Building UnitNo. 1, which is also representative of electrical conduit, runningparallel to the service water line, is shown in Attachment 9. Thecategory of filland the year of placement is indicated on thedrawing.

A section near Tank Building Unit No. 1 indicating concrete backfill under the30-inch service water pipelines is also shown in Drawing SK-1364-CH-620,(Attachment 1).

(overburden material) from the plant area or its vicinity. This material issimilar to Material "Z" discussed in Appendix 2E of the PSAR. Figure 2E-B.19of the PSAR shows Shear Moduli at Mean Normal Effective Stress at 1000 psiobtained from laboratory tests conducted on Material "Z" (Attachment 10).Laboratory tests (consolidation test) were performed on residual soils todetermine Time-Settlement curves (Attachment 13).

Random fillCategories 4 and 5 are similar to random rockfill used for theauxiliary dam and dike- Grain size analysis and 15-inch diameter triaxialtesting was performed at the Corps of Engineers laboratory in 1974. Theresults of this testing were submitted to and reviewed by the NRC staff. No

"'ynamic laboratory testing was done for random fillCategories 4 and 5.Published data as discussed in Section 2E-F.3.5 of the PSAR was utilized todetermine material properties for design (Attachments ll and 12).

For the analysis of'Category .I pipes and conduits buried in fillin the yard,the following unified and conservative properties were used:

Unit Weight (pcf) 135Soil Subgrade Modulus (lb/in /in) 50Pressure Wave Velocity (fps) 1500

'1Field tests to determine the moisture content and densitity of the fillwereperformed on the five (5) categories of random fillto develop theconstruction procedure and also during actual fillplacement. Average valuesof the test results are given below:

Category 1: Brown clayey silt with yellow silty clay:

Dry Density = 114 pcfMoisture Content = 10%

Compaction 97% maximum Standard Proctor Density

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Mr. Olan D. Parr

Category 2: Brown clayey (sandy) silt with pieces of siltstone and some

sandstone:

Dry Density 125 pcfMoisture Content ~ 7%

Compaction 98% maximum Standard Proctor Density

Category 3: Brown clayey silt with yellow silty clay:

Dry Density 117 pcfMoisture Content = 13%

Compaction 99% maximum Standard Proctor Density

Category 4: Brown clayey silt with pieces of siltstone (rock sizes up to 10

inches):

Dry Density 127 pcfMoisture Content ~ 7.5%Compaction 98% maximum Standard Proctor Density

Category 5: Brown siltstone (Rock sizes up to 21 inches):

136 pcf from test fillsection4.-5%

Dry DensityMoisture Content

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ground elevations which is also evident from the profile along the 30-inchservice water pipe line (Attachment 9). The plant area was graded to EL 260+in 1974 by filling the low areas with the materials excavated from the plantarea. The fillwas placed according to Specification CAR-SH-CH-8(Attachment 2) as described in Response 362.1.

The pipeline and the electrical conduit is being placed in a trench presentlybeing excavated to the required elevations. There are no abrupt changes inthe depth of fill. Therefore, the pipe or the conduit will bend and follow

„ the local settlement, if any. The stresses induced in the pipe or conduit dueto this bending are negligible and the total stresses are still withinallowable stress limits.

Since the yard fillwas placed and compacted in 1974-75, the maximumanticipated settlement of all Category I piping and conduits buried in theyard area as shown on the attached profile (Attachment 9) will be less than1/8-inch. This settlement was calculated using one-dimensional consolidationtheory and the consolidation test stated in Response 362.2.

The following assumptions were made for the settlement calculation:

1) Plant grade is at Elevation 260 feet.

2) Top of rock is at Elevation 225 feet (the deepest cut section providing amaximum fillsection of 35 feet).

3) Settlement is caused by the weight of fill.

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4) All fillis conservatively estimated to be selected backfill materialsimilar to Category 1. A typical consolidation test for this materialwas used.

If an extreme case is considered, the total settlement computed for a 35 footfillsection of Category 1 material under its own weight is approximately3-3/4 inches. This represents the maximum settlement that will occur. It wasdetermined by a time-settlement analysis that 97 percent of this maximumsettlement, of 3-5/8 inches, will occur within l-l/2 years after fillplace"ment. Since the fillin these areas has been in place for nearly four years aprudent and conservative additional settlement of 1/8 inch is considered.

Additional conservatism is built into the analysis. The entire fillsectionis assumed to consist of Category 1 material but in reality, much of the fill,particularly in the deep cut sections, consists of Category 3 and Category 4material. The Category 4 material consists of ripped rock material that iswell graded and of high density/low voids. Category 4 material is not proneto consolidation related settlement. Any settlement that was experienced inCategory 4 material occurred nearly instantaneously. This material is of suchhigh density and its gradation is compatible with the finer grained materialin the fill(Categories" 1, 2, and 3) that the possibility of any nonsettlementrelated fillmovement is precluded. Category 3 material is compacted to99 percent of maximum Standard; Proctor Density.

An abrupt change in the depth of backfill will occur near the building wherethe lines leave or, enter such buildings. To avoid any settlement andrestriction on the'construction activities, around the, plant buildings, theexcavated area under the 30-inch se'rvice water lines between the Tank Bu'ildingwalls and rock (or natural ground), and under 8 inch service water linesbetween the Turbine Building walls and rock (or natural ground) will beback-filled with 2000 psi concrete at locations shown on DrawingSK-1364-CH-620 (Attachment 1).

The backfill under 8-inch service water lines at other locations, smallerdiameter piping, and electrical conduit will be selected material (residualsoils) as per Specification CAR-SH-CH-8 (Attachment 2). The backfill will beplaced as the construction of the building or structure progresses and will becontrolled by density, moisture content, and permeability tests. The backfillwill be compacted to at least 95 percent of maximum Standard Proctor Density.

Time-settlement-calculations performed on selected impervious materials (whichare residual soils) at building line interfaces indicate that most of thesettlement in this type of material will occur during the first nine months ofplacement. The backfill near the building will also be placed to grade leveland then a trench will be excavated a minimum of one year later to completethe installation of the pipeline.

Calculations similar to those described above for Category I systems in randomfillwere performed where the systems enter selected filladjacent to theplant buildings. The assumptions are that plant grade is at Elevation 260 andtop of concrete mat is at Elevation 236. It was also assumed that settlementwas caused by the weight of the fill.

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The total settlement to be experienced by the selected fillin this area willbe l-l/2 inches with 97 percent of this occurring in the first nine months offillplacement. This results in approximately 1/16 inch of settlementremaining nine months after fillplacement.

Category I buried piping is based upon Newmark's method and "Hetenyi's Theoryof Beams on Elastic Foundations." The analysis procedure includes calculationof stresses in the buried portion of the piping due to loads acting on thenon-buried portion of the piping inside the building (inter-action effect),superimposed on the stresses due to various loads acting on the buried portionof the piping. The resultant stresses are kept within allowable stresscriteria based on applicable ASME-IXI Code Subsection.

The buried piping in the yard is analyzed using the above procedure with thesoil properties stated in Response 362.2. Settlement in the fillalong thepiping due to differential depth of backfill, if any, does not cause anysignificant stresses in the piping and the resultant stresses are still withinallowable stresses.

The backfill under the 30-inch service water lines between the Tank Buildingand rock (or natural soil) and under the 8-inch service water lines betweenthe Turbine Building and rock (or natural soil) as stated in Response 362.3will be concrete which will have insignificant differential settlement.

Class X electrical conduits in the yard are also analyzed on the basis ofNewmark's method. The electrical conduits and electrical manholes are bothburied in fillor backfill. Both of them will move with the fillwith nolocal differential settlement to cause shear in the conduit. Moreover, theends of conduits are not anchored in the wall of manholes and pass throughsleeves with elastic boots which permit free movement in any direction.Settlement in the fillor backfill along the conduit due to differential depthof fill, if any, does not cause any qignificant stresses in the conduit andthe resultant stresses are well within the allowable stresses. The sleeves atthe electrical manhole will permit rotation of the conduit end due to thedifferential settlement of the manhole and the adjacent soils, if any.

The fillin the yard area supporting Category I piping and conduits is notsubject to liquefaction under a seismic event. The description of the fillisas stated in Response 362.1.

Specification CAR-SH-CH-8 "Excavation and Backfill" (Attachment 2).Category 1 material is monitored by in-place density testing and Categories 2,3, 4, and 5 are monitored by performance inspection to satisfy test fillcriteria.

Testing and inspection frequency are specified by Site Technical ProcedureTP-02 "Soil Control Program — Fill and Backfill for Plant Grade, PlantBuilding and Reservoir Concrete Structures," (Attachment 3). Field densitytests for Category 1 material are completed for each 20,000 square feet placedper lift or each 250 cubic yards.

Mr. Olan D. Parr

Category 2, 3, 4, and 5 materials are monitored daily to assure that placementand compaction methods, as developed by test fillsecti'ons, are followed.

Carolina, Power & Light Company believes that these responsesadequately address your information request. Please formalize your technicalconcurrence with our criteria as expeditiously as possible so we may continueconstruction activities in the subject service water line and adjacentelectrical conduit areas. Please contact us if you desire any discussion orclarification of this submitted information.

Yours very truly,

M. A. McDuffieSenior Vice President

Engineering and Construction

MAM/mfAttachment

cc: Mr. James P. O'Reilly (w/o Attachment)

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THIS DOCUMENT IS DELIVERED IH ACCORDANCE WITH ANDIS 5UDJKCT TO THE PROYI5IOHS OP SECTION X OP THK COI4TRACT DETWKEH CAROLINA POWKR A LIOHT COMPANT ANDKDASCO 5KRYICES IHCORPORATED DATED 5KPTEMSER I'OTO,A5 AMKHDED.

CAROLINA POWER 5 LIGHT COMPANYSHEARON HARRIS NUCLEAR POWER PLAN

LAYOUT OF CATEGORY IPIPES AND CONDUITS IN YARD

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