ML20091J514

Amend 7 to OL Application,Consisting of Revised Pages to FSAR

ML20091J514
Person / Time
Site:	Vogtle
Issue date:	05/29/1984
From:	GEORGIA POWER CO.
To:
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ML20091J512	List: ML20091J508 ML20091J514
References
NUDOCS 8406060006
Download: ML20091J514 (547)

Text

.

AMENDMENT 7 Tabulation of Revisions FSAR Section Reason for Revision 2.1 Update of population distribution tables.

2.2 Deletion of requirement for H 2b detectors.

2.4 & 2.5 Update of groundwater and geology sections.

8.2 Switc'"ard design change to ring L ., and transmission line name change.

8.3 Specify method of instrument cable installation in raceways.

9.2 Update essential chilled water system FEMA.

10.4 Update AFW system FEMA.

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Georgia Power '

D. O. Foster "es "-n a: roc sys>m

/:c. P+; J.. t t.r i G.:qera Wnager Voto Prrrect May 29, 1984 Director of Nuclear Reactor Regulation File: X 7N00.07 Attention: Ms. Elinor G. Adensam, Chief X7BC35 O '4ce#si 9 8r #ch #4 Division of Licensing

'o9: c"-as8 U. S. Nuclear Regulatory Comission .

Washington, D.C. 20555 NRC DOCKET NUMBERS 50-424 AND 50-425 CONSTRUCTION PERMIT NUMBERS CPPR-108 AND CPPR-109 V0GTLE ELECTRIC GENERATING PLANT - LNITS 1 AND 2 FSAR AMENDMENT NUMBER 7

Dear Mr. Denton:

Georgia Power Company, acting on its own behalf and as agent for Oglethorpe s

Power Corporation, Municipal Electric Authority of Georgia, and the City of Dalton, Georgia, hereby submits Amendment 7 to its Application for Operating Licenses for the Vogtle Electric Generating Plant - Units 1 and 2.

This Amendment consists of revised pages for the Final Safety Analysis Report and provides responses to NRC questions transmitted in Ms. Adensam's letter dated March 13, 1984. Substantive changes which were not a result of this letter are tabulated in Attachment 1 to this letter. Also, instructions for inserting this material are included.

In accordance with the requirements of 10 CFR 50.30(b) and (c), three (3) signed originals and sixty (60) copies of Amendment 7 are submitted .for your use.

Should you have any questions on the enclosed submittals, do not hesitate to contact us.

Your r , #

.0.'Foste[

D0F/KWK/sw Enclosures t xc: List attached SWORN AND SUBSCRIBED BEFORE ME, THIS .

M DAY OF des 1984.

r b cy d )L c:lC # #.

NopyP%blic,GeorgiaStateatLarge

Mr. Harold R. Denton, Director File: X7N00.07 May 29,1984 X7BC35 O1 Page 2 Log: GN-358 xc: M. A. Miller R. A. Thomas J. A. Bailey O.. 0. Batum L. T. Gucwa G. Bockhold, Jr.

G. F. Trowbridge, Esquire D. G. Eisenhut G

O O

O O

l AMENDMENT 7 1

O Tabulation of Revisions FSAR Section R_eason for Revision

, ~

2.1 Update o' population distribution tables.

-2.2 Deletion of requirement for H S 2

detectors.

2.4 & 2.5 Update of groundwater and geology sections.

8.2 Switchyard design change to ring

< bus and transmission line name change.

)

8.3 Specify method of instrument cable installation in raceways.

9.2 Update essential chilled water i ~

system FEMA.

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VEGP-FSAR INSERTION INSTRUCTIONS AMENDMENT 7, MAY 1984 Page/Section Instruction

p. 1.9-9 and 1.9-10 Replace

p. 1.9-37 through 1.9-40 Replace

p. 1.9-57 and 1.9-58 Replace

p. 1.9-105 and 1.9-106 Replace

p. 1.9-117 and 1.9-118 Replace

p. 2-vii and 2-viii Replace

p. 2-xi and 2-xii Replace

p. 2.1.1-1 and 2.1.1-2 Replace

p. 2.1.3-3 through 2.1.3-5 Replace

t. 2.1.3-19 Replace

t. 2.1.3-20, 2 sheets Replace

t. 2.2.2-5, sheet 1 of 2 Replace

t. 2.2.2-6, sheets 2 and 3 of 10 Replace

p. 2.2.3-13 and 2.2.3-14 Replace

p. 2.2.3-17b and 2.2.3-17c Replace

t. 2.3.2-1, sheet 1 of 6 Replace

t. 2.4.12-7, sheets 1 and 3 of 3 Replace

p. 2.4.13-1 through 2.4.13-4 Replace / add Oc_~

p. 2.5.1-37 through 2.5.1-40 Replace

p. 2.5.2-1 and 2.5.2-2 Replace

p. 2.5.2-5 and 2.5.2-6 Replace

p. 2.5.2-11 and 2.5.2-12 Replace

p. 2.5.3-1 and 2.5.3-2 Replace

p. 2.5.4-1 through 2.5.4-4 Replace

p. 2.5.4-7 through 2.5.4-13a Replace

p. 2.5.4-15 and 2.5.4-16 Replace

p. 2.5.4-19 and 2.5.4-20 Replace

p. 2.5.4-23 through 2.5.4-28 Replace

p. 2.5.4-33 and 2.5.4-34 Replace

t. 2.5.4-1 Replace

t. 2.5.4-2 , Replace

t. 2.5.4-3 Replace

t. 2.5.4-4 Replace

t. 2.5.4-5 Replace

t. 2.5.4-8 Replace

t. 2.5.4-9 Replace

t. 2.5.4-10 Replace

t. 2.5.4-11 Replace

t. 2.5.4-12 Replace

p. 2.5.5-1 through 2.5.5-3 Replace

p. 2A-1 through 2A-5 Replace

p. 2B-1 and 2B-2 Replace O

Sheet 1 of 3

Page/Section Instruction

p. 2B-7 through 2B-10 Replace O

p. 2B-15 through 2B-24 Replace

p. 5.4.3-5 and 5.4.3-6 Replace

p. 6.1.2-1 through 6.1.2-4 Replace

p. 6.1.2-5 Delete

t. 6.1.2-1, sheet 3 of 4 Replace

p. 6.2.2-7 and 6.2.2-8 Replace

p. 6.4.1-1 and 6.4.1-2 Replace

p. 6.4.2-3 through 6.4.2-8 Replace

p. 6.4.3-1 and 6.4.3-2 Replace

p. 6.4.4-1 through 6.4.4-4 Replace

t. 6.4.4-1, sheets 13, 14, and 15 of 15 Replace

p. 6.4.6-1 Replace

t. 6.4.6-1 Replace

p. 7.3.6-1 and 7.3.6-2 Replace

t. 7.3.6-1 Replace

f. 7.3.6-1, sheets 4 and 5 of 15 Replace

p. 8-111 and 8-iv Replace

p. 8.1-7 and 8.1-8 Replace

f. 8.1-1, sheet 2 of 2 Replace

p. 8.2.1-1 and 8.2.1-2 Replace j t. 8.2.1-1, 2 sheets Replace

t. 8.2.1-2 Replace

t. 8.2.1-3 Add

f. 8.2.1-1 Replace g

f. 8.2.1-2 Replace W

p. 8.2.2-1 and 8.2.2-2 Replace

p. 8.3.1-15 and 8.3.1-16 Poplace

p. 8.3.1-19 and 8.3.1-20 19 place

p. 8.3.1-27b and 8.3.1-28 Replace

p. 8.3.1-33 and 8.3.1-34 Replace

t. 8.3.1-1, 2 sheets Replace

f. 8.3.1-4 Replace

f. 8.3.1-7, 14 sheets Replace

p. 8.3.2-3 through 8.3.2-8 Replace

p. 9.1.3-9 and 9.1.3-10 Replace

p. 9.2.2-1 through 9.2.2-4 Replace

t. 9.2.3-1, sheet 2 of 2 Replace

f. 9.2.6-1 Replace

p. 9.2.9-5 and 9.2.9-6 Replace

t. 9.2.9-3, 3 sheets Replace

p. 9.2.10-1 and 9.2.10-2 Replace

p. 9.4.1-15 through 9.4.1-20 Replace

f. 9.4.1-2, sheets 1 and 3 of 3 Replace

f. 9.4.1-6, sheet 1 of 2 Replace

! p. 9.4.7-3 and 9.4.7-4 Replace

p. 9.5.4-3 through 9.5.4-7 Replace

t. 9.5.4-1, sheet 2 of 2 Replace 9

Sheet 2 of 3 i

l Page/Section Instruction 4: ,. .

t. 's . 5 . 4 - 3 L .(N -

d '

p. 9.5.5-5 through 9.5.5-7 Replace Replace / add

p. 9.5.6-3 through 9.5.6-5 Replace / add t

p. 9.5.7-3 through 9.5.7-5 Replace

f. 10.3.2-1, sheet 2 of 3 Replace j

, f. 10.4.1-1, sheet 3 of 3 Replace '

t. 10.4.9-4, 31 sheets Replace

f. 10.4.9-1, sheet 2 of 2 Replace

-p. 11-vii and 11-viii Replace

p. I1.4.2-3 and 11.4.2-4 Replace

p. 12.3.2-1.and 12.3.2-2 Replace

p. 13.1.2-3 and 13.1.2-4 Replace

'Qg p. 13.2.1-7 through 13.2.1-9 Replace

t. 13.2.1-1, 3 sheets Replace

t. 13.2.1-2, 3 sheets Replace

t. 13.2.1-3, 3 sheets Replace

t. 13.2.1-4, 3 sheets Replace

t. 13.2.1-5, 2 sheets Replace

.p. 13.2.2-3 and 13.2.2-4 Replace

t. 13.2.2-1, sheet 2 of 2 Replace

p. 14.2.8-27 and 14.2.8-28 Replace

-p. 14.2.8-79 through 14.2.8-82 Replace

p. 17.2.12-1 and 17.2.12-2

p. 17.2.15-1 and 17.2.15-2 Replace Replace Index of NRC questior.s and responses, Replace sheets i through vi

.v f.

241.2-6 (behind tab Feb. 21) Replace f.

241.2-13 (behind tab Feb. 21) Replace

p. 0241.12-1 (behind tab Feb. 21) Replace Vol. 32 (Mar. 13 tab and NRC questicas Add to set and responses)

O g

n U _

Sheet 3 of-3

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VEGP-FSAR-1

5. C.5 Conform. Refer to Regulatory Guide 1.89 comparison.

6. C.6 Conform. See Regulatory Guide 1.108 comparison.

O 7. C.7 Conform.

8. C.8 Conform.

9. C.9 VEGP diesels are qualified in accordance with IEEE Std. 387-1977 and IEEE Std. 344-1975. l7

10. C.10 Conform.

11. C.11 Conform. See Regulatory Guide 1.108 comparison.

12. C.12 Conform. Applicable standard are referenced where appropriate.

13. C.13 Conform.

14. C.14 Conform.

Refer to section 8.3 for further discussion.

1.9.10 REGULATORY CUIDE 1.10, REVISION 1, JANUARY 1973, MECHANICAL (CADWELD) SPLICES IN REINFORCING BARS OF CATEGORY I CONCRETE CONTAINMENT STRUCTURES 1.9.10.1 Regulatory Guide 1.10 Position Procedures given for testing cadwelds include:

1. C.1 Crew qualification.

2. C.2 Visual inspection.

3. C.3 Tensile testing.

4. C.4 Tensile test frequency.

5. C.5 Procedure for substandard tensile test results.

1.9.10.2 VEGP Position Procedures for testing cadwelds conform with the requirements of Regulatory Guide 1.10.

1.9-9 Amend. 7 5/84

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VEGP-FSAR-1 l

Refer to section 3.8.1 for discussion on this subject.

l 1.9.11 REGULATORY GUIDE 1.11, MARCH 1971, INSTRUMENT LINES l3 h PENETRATING PRIMARY REACTOR CONTAINMENT 1.9.11.1 Regulatory Guide 1.11 Position This guide describes an acceptable method for designing i instrument lines which penatrate the primary containment.

1.9.11.2 VEGP Position VEGP conforms with thic guide with the exception of regulatory position C.1.c. Containment pressure sensing lines are not equipped with isolation valves, which is consistent with Regulatory Guide 1.141.

Four independent containment pressure sensors are provided.

These are sealed systems, with bellows seals both inside and outside the containment with sealed liquid filled capillaries between the seals inside and outside the containment for each sensor. The seals outside containment connect directly with the sensing elements for each sensor.

Two containment hydrogen monitors are provided. Each monitor has a sample line and return line which penetrate the containment. All sample lines penetreting the containment are equipped with remote manual operated valves inside and outside the containment.

All other sample lines penetrating the containment are similarly equipped.

Refer to section 6.2.4 for further discussion.

1.9.12 RIGULATORY GUIDE 1.12, REVISION 1, APRIL 1974, INSTRUMENTATION FOR EARTHQUAKES 1.9.12.1 Regulatory Guide 1.12 Position This guide describes seismic instrumentation acceptable to the NRC for meeting Appendix A of 10 CFR 50.

O 1.9-10 Amend. 3 1/84

- __ l

3-VEGP-FSAR-1

\

l Caps and plugs are used only when required by the i specification. See Regulatory Guide 1.37 comparison. Tape j near a weld may be removed to clean, setup, and inspect 1

/~ surface.

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The contact preservative used on the main condenser is not l water flushable; it will be chemically cleaned.

Quality assurance for packaging, shipping, receiving, storage,

. Nj (~] -and handling of NSSS equipment is described in WCAP-8370, Rev.

9A-Amendment 1, Table 17-1. Refer to chapter 17 for further discussion.

The VEGP operations QAP conforms with this guide, which endorses ANSI N45.2.2-1972, with the following clarifications:

1. Paragraph 2.1, Planning (first sentence). The specific items to be governed by the standard shall be identified. However, the standard is part of this operations QAP (section 17.2) and will therefore be applied to those structures, systems, and component ^

wnich are included in that program.

(~} 2. Paragraph 2.3, Results. The methods for performing

(_/ and documenting tests and inspections are given in section 17.2. The requirements in these sections will be implemented in lieu of the general requirements here, r

3. Paragraph 2.5, Measuring and Test Equipment (2.5.2).

That equipment which measures quality of the permanent plant 1: ems shall be under the calibration and control program; whereas the equipment used to measure secondary conditions, such as warehouse temperature, humidity, etc., will be maintained in good working order.and checked for proper functioning when accuracy

,_s is in doubt, but not' maintained under the calibration l ) and control program. Traceability to calibration N~/>

records will be provided for equipment included in the calibration and control program. 7

4. Paragraph 2.6, Housekeeping. The' warehouse storage

• areas will be declared Zone IV in accordance with ANSI r

N45.2.3,'and. eating will be limited to designated

~

areas. Signs will be posted in these areas accordingly.

5. Paragraph'2.7,' Classification of Items. VEGP may choose not to explicitly use the four-level

~ [~h- ' classification system. However, the specific

\_) requirements of-the standard that are appropriate to m.

1.9-37 Amend. 7 5/84 EL

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l l

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VEGP-FSAR-1 each class will generally be applied to the itemc suggested in each classification and to similar items.

6. Paragraph 3.2.1, Level A Items. As an alternate to the requirements for packaging and containerizing l items in storage to' control contaminants (items 4 and 5), VEGP may choose a storage atmosphere which is free of harmful contaminants in concentrations that could produce damage to stored items. Similarly (for item 7), VEGP may delete the need for caps and plugs with an appropriate storage atmosphere and may choose to protect weld-end preparations stored. These cinrifications apply to iteme 4, 5, or 7 and paragraph 3.4, Methods of Preservation.

7. Paragraph 3.3, Cleaning (third sentence). VEGP interprets " documented cleaning methods" to allow generic cleaning procedures to be written which are implemented, as necessary, by trained personnel. Each particular cleaning operation may not have an individual cleaning procedure, but the generic procedures will specify which methods of cleaning or which types of solvent may be used in a particular application.

8. Paragraph 3.4, Methods of Preservation (first sentence). VEGP will conform with these requirements subject to the clarifications of Paragraph 3.2.1, D and E above, and the definition of the phrase

" deleterious corrosion" to mean that corrosion which cannot be subsequently removed and which adversely affects form, fit, or function.

9. Paragraph 3.6, Barrier and Wrap Material and Dessicants. This section requires the use of nonhalogenated materials in contact with austentic stainless steel. Refer to Regulatory Guide 1.37 (section 1.9) for the VEGP position.

10. Paragraph 3.7, Containers, Crating, and Skids. In lieu of the requirements of this paragraph, VEGP will use means as needed to provide adequate protection of items in storage.

11. Section 4.2.2, ANSI N45.2.2-1972, Closed Carriers.

The use of fully enclosed furniture vans, as recommended in (2) of this section is not considered a requirement. VEGP will assure adequate protection from weather or other environmental conditions by a combination of vehicle enclosure and item packaging.

1.9-38

(~T VEGP-FSAR-1

- V

12. Sections 4.3, 4.4, and 4.5 of ANSI N45.2.2-1972 titled, respectively, Precautions During Loading and Transit, Identification and Marking, and Shipment from

/~'i Countries Outside the United States. VEGP will

(_) conform with the requirements of these sections subject to the clarifications taken to other sections which are referenced therein.

13. Paragraph 5.2, Receiving Inspection Requirements.

/"3

' \/

Preliminary visual inspection will be performed prior to unloading where practical; however, the receiving inspection of record will be performed in an area and in a manner which does not adversely affect the l7 quality of the item being inspected. I

14. Paragraph 5.3.1, Acceptable. Item acceptance status will be indicated by application of tags, stickers, ribbons, or signs- Storage areas are not designated as accept areas except for bulk items (e.g., rebar, structural steel, aggregate, etc.)

15. Paragraph 5.3.2, Nonconforming. Segregation will be accomplished where practical or where necessary to

[]

v control the inadvertent use of the item. Otherwise, the use of tags, stickers, ribbons, or signs will be so conspicuous as to imply segregation.

16. Paragraph 5.7, Documentation. Receiving inspection records will provide traceability to the item and its status. Superfluous identification and tagging will not lua recorded except when they are the subject of a nonconformance or specifically required by site inspection procedures.

17. Paragraph 6.1.1,-Scope. The levels and methods of storage for items between the time of removal from the

()

prescribed storage until placement in the installed location may be relaxed for short periods of time, according to the sensitivity of the item being handled and the elements of contact anticipated _during this interval. Where relaxation of storage requirements of this standard are deemed appropriate, the item, f3 conditions, precautions,'and followup inspection for

') ' assurance that quality _of the item has been maintained will be prescribed in project procedures.

'i

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.1.9-39 Amend. 7- 5/84'  !

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VEGP-FSAR-1

a. Example 1.

A motor may be removed from level B storage and moved via open-bed trailer and lifting cranes to the installed location. The relocation will not h

be permitted during inclement weather, with the motor unprotected; and the transfer will be completed in 2 days. Following installation the prescribed storage environment will be restored, and the motor subjected to inspection to verify that there was no degradation of quality during lh handling.

b. Example 2.

Reinforcing steel bars, shapes, and outdoor equipment may be handled in staging areas without providing the level of protection frcm damage, trapping of water, or loss of air circulation normally provided in a level D storage area. The bars, shapes, and equipment will not be allowed te remain in the staging area more than 1 week without providing the normal protection of level D storage. During or following installation, the items will be subjected to inspection to verify that there was no degradation of quality during handling. Once tne item is installed, the prescribed storage environment will be maintained except where prohibited by the type of work in progress (e.g., end covers and purges removed to accoLmodate installation activities).

18. Paragraph 6.1.2, Levels of Storage: Subpart (2) is replaced with the following:

(2) Level B items shall be stored within a fire-resistant, weathertight, and well ventilated building or equivalent enclosure. This building shall be situated and constructed so that it will not normally be subject to flooding; the floor shall be paved, or equal, and well drained. If any water comes in contact with stored equipment, such equipment will be labeled or tagged nonconforming, and then the nonconformance document will be processed and evaluated in accordance with Section 15. Items shall be placed on pallets, shoring, or shelves to permit air circulation.

The building shall be provided with heating and temperature control or its equivalent to reduce condensation and corrosion. Minimum 1.9-40

7 s VEGP-FSAR-1 Rated Voltage (V) Ratio 300

~

600 >8

(~%g)'- 1000 5000 8000 >15 15,000

3. C.3 The provisions of Section 4.2.4 pertaining to the duration of the maximum short circuit current are representative of circuits protected by molded-case circuit breakers but are not representative of circuits using other air circuit breakers. The provisions pertaining to the duration of the maximum short-circuit current should be modified as follows:

Service Classfication Duration (s)

Low-voltage power and control O.033 (for molded-case circuit breakers)

O.066 (for other air

(~)N

(_ - circuit breakers)

'1

4. C.4 Section 6.4.4, Dielectric-Strength Test, should be supplemented, for qualification testing only, by l

the following:

(3) Each medium-voltage power conductor shall be

given-an impulse withstand test by. applying a 1 1.2 x 50 pu impulse voltage test series-consisting 3,

of three positive and three negative impulse voltages.

If flashover occurs on only one test during any group of three consecutive tests, three more shall be made.

If no flashover occurs in the second group of Wests,

.t the flashover in the first group shall be considered-( as a random'flashover and the equipment shall be

. considered as having passed the test.

The test voltages for the above shall be based on the

' voltage-rating of the conductor in accordance with the

O

.O-

-following table:

f 1.9-57 .l l

i

i.

VEGP-FSAR-1 Conductor-Rated Impulse Voltage (V) Voltage (V) 300 and 600 . ....

1000 ......

5000 60,000 8000 95,000 15,000 95,000

5. C.5 The 500-h aging time at minimum aging temperature of Section 6.3.3 is a printing error and should be changed to 5000 h.

6. C.6 The definition of " Double Aperture Seal" in Section 2 is a printing error and should be changed as follows: "Two single aperture seals in series".

7. C.7 The specific applicability or acceptability of the codes, standards, and guides referenced in Section 3 will be covered separately in other regulatory guides, where appropriate.

1.9.63.2 VEGP Position

1. C.1 Protection against single random failure of circuit overload protection devices are as follows:

a. For medium-voltage circuits, the circuit breaker associated with the load is backed-up by a second load breaker in series. The second breaker is Class IE. <

b. For 480-V loads fed from load centers, the circuit breaker associated with the load is backed up by series fuses. Primary protection is provided by the individual load circuit breaker.

c. For 480-V loads fed from motor control centers, a O

second breaker in series with the primary breaker to each load is used.

d. For control circuits with sufficient capacity to potentially damage a penetration, backup overload 7 protection is provided. The fault current in other low-energy level control circuits and instrument circuits is limited and does not need backup overload protection. , ,

2. C.2 Actual x/r ratio of fault at the penetration conductors is used in determining the fault current.

lh 1.9-58 Amend. 7 5/84 Wg

,_- . .- ~ _- - - -

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fx VEGP-FSAR-1 u ,

37. Paragraph 5.3.8, Chemical. Radiochemical Control Procedures, discusses certain procedures to be developed. The VEGP Technical Specifications require 2x chemical tests to be performed periodically during

. (,) the lifetime of the facility; therefore, VEGP shall provide for those tests in lieu of the ones stated in N18.7-1976.

38. Paragraph 5.3.9 and subsections, Emergency

("3 Procedures. As directed by the NRC, GPC will follow a

_\) a format for emergency operating procedures in l7 accordance withs item I.C.1 of NUREG-0737.

39. Paragraph 5.2.'10',l Test and Inspection Procedures, s

toutlines certain requirements for test and inspection procedures. In order.to avoid conflict, GPC will

\'6- prepare test and inspection procedures as stated in section-17.2. ,

h 1.9'.124 REGULATORY GUIDE 1.'124, REVISION 1, JANUARY 1978, SERVICE LIMITS AND LOADING COMBINATIONS FOR CLASS 1 i

LINEAR-TYPE COMPONENT SUPPORTS

-(D V'

l.9.124.1 Regulatory Cuide 1.124 Position This guide delineates acceptable levels of service limits and appropriate combinations of' loadings associated with normal operation, postulated accidents, and specified seismic events for the design of Class 1 linear-type component supports as defined in Subsection NF of Section III of the-ASME Code.

(

1.9.124.2 ' VEGP

• Position

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In general, VEGPJconforms. ' Additional information is provided

('}'

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,in subsection-3.8.3.

exceptions are taken.

For the NSSS scope, the following

< ParagrahhC.2.oftheregulat'oryguidepresentstwomethodsof Y estimating the ultimate tensile. strength S u, at temperature.

s* It is: believed that method No. 2 is not' conservative'at i f]- . elevated l metal temperature (in exces's of .800 F) . In

, [S-(

-[' Westinghouse'fs judgment,. values of Suat these elevated ,

temperatures should be; determined.by test rather than via the method given in C.2(b)>

1 Paragraph C.4tof the regulatory guide states: "However, all

-(~h  ; ' increases, i.e., those allowed byJNF-3231.1(a), XVII-2110(a),

\,_)

and F-1370(a), should'always pe limited by XVII-2110(b) of T

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< x 4 t ;1.9-105 Amend. 7 5/84'

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VEGP-FSAR-1 Section III." Paragraph XVII-2110(b) specifies that member compressive axial loads shall be limited to two-thirds of critical buckling. Satisfaction of this criteria for the faulted condition is unnecessarily restrictive.

The most significant faulted condition loads on equipment supports result from seismic disturbances and postulated LOCAs, both of which are dynamic events. The allowable faulted condition compressive load should not be limited to two-thirds of critical buckling because these faulted dynamic loads.are of extremely short duration, and support members can take impulsive loads that exceed static critical buckling load.

Westinghouse will use a compressive axial load of 0.9 of critical buckling since the dynamic buckling capacity of the member is greater than the static buckling capacity.

Paragraph C.6(a) of the regulatory guide appears to erroneously allow the use of faulted stress limits for the emergency condition. Westinghouse will interpret this paragraph as follows: "The stress limits of XVII-2000 of Section III and regulatory position 3, increased according to the provisions of XVII-2100(a) of Section III, should not be exceeded for component supports designed by the linear elastic analysis method."

Westinghouse will use the provisions of F-1370(d) to determine faulted condition allowable loads for supports designed by the load rating method. The method described in paragraph C.7(b) of the regulatory guide is very conservative and inconsistent with the remainder of the faulted stress limits.

In paragraphs B.5 and C.8 of the regulatory guide, Westinghouse takes exception to the requirement that systems whose safety-related function occurs during emergency or faulted plant conditions must meet upset limits. The reduction of allowable stress to no greater than upset limits (which in reality are only design limits since design, normal, and upset limits are the same for linear supports) for support structures in those systems with normal safety-related functions occurring during h emergency or faulted plant conditions is overly conservative for components which are not required to mechanically function (inactive components). In addition, Westinghouse believes that emergency and faulted condition criteria are acceptable for active components. However, when these criteria are invoked for active components, any significant deformation that might occur is considered in the evaluation of equipment operability.

l.9-106

-gf VEGP-FSAR-1

(/ j Containment Isolation Provisions for Fluid Systems, are generally acceptable and provide an adequate basis for complying with the pertinent containment isolation requirements of' Appendix A to 10 CFR 50, subject to the qualifications O- identified in the guide.

1.9.141.2. VEGP Position VEGP conforms as discussed in subsection 6.2.4.

1.9.142 REGULATORY GUIDE 1.142, OCTOBER 1981, REVISION 1, SAFETY-RELATED CONCRETE STRUCTURES FOR NUCLEAR POWER PLANTS (OTHER THAN REACTOR VESSELS AND CONTAINMENTS) 1.9.142.1 Regulatory Guide 1.142 Position This guide endorses the procedures and requirements described in American Concrete Institute (ACI) 349-76 subject-to the qualifications provided in this guide.

1.9.142.2 VEGP Position

-ACI 318-71.is used in lieu of ACI 349-76.

Refer to subsection 3.8.4 for discussion on this subject.

1.9.143 REGULATORY. GUIDE 1.143, REVISIO'N 1, OCTOBER 1979, LESIGN GUIDANCE-FOR RADIOACTIVE WASTE MANAGEMENT SYSTEMS, STRUCTURES, AND COMPONENTS-INSTALLED IN LIGHT-WATER-COOLED NUCLEAR POWER PLANTS 1.9.143.1l Regulatory Guide'1.143 Position

'This-guide furnishes design guidance acceptable to the NRC regarding. seismic and quality group classification and quality assurance provisions for radioactive waste management systems, structures, and components.

1.9.143.2 VEGP Position..

-Conform,;with the-following clarifications:

c, .

e -Radioactive waste-management systems, structures, and 4 (,,,', . . components;are classified in table.3.'2.2-1.

1.9-117 Amend. 5 -4/84

]

VEGP-FSAR-1 18 e ACI 318-71 is used for design of concrete structures in lieu of ACI 318-77.

See section 11.4 for further discussion.

1.9.144 REGULATORY GUIDE 1.144, REVISION 1, SEPTEMBER 1980, AUDITING OF QUALITY ASSURANCE PROGRAMS FOR NUCLEAR PCWER PLANTS 1.9.144.1 Regulatory Guide 1.144 Position O

The requirements that are included in ANSI /ASME N45.2.12-1977 for auditing QAPs for nuclear power plants are acceptable to the NRC staff and provide an adequate basis for complying with the pertinent quality assurance requirements of Appendix B to 10 CFR 50, subject to the qualifications identified in the guide.

1.9.144.2 VEGP Position VEGP conforms with Regulatory Guide 1.144 with the following clarification. VEGP does not conform to the latest revisions of the following ANSI standards: ANSI N45.2, ANSI N45.2.9, and ANSI N45.2.10. VEGP conforms to ANSI N45.2-1971, ANSI 7 N45.2.9-1973 (Draft 11, Revision O), and ANSI N45.2.10-1973.

Conformance to Regulatory Guides 1.28, 1.74, and 1.88 is indicated in this section. The VEGP quality assurance program is described in chapter 17.

1.9.145 REGULATORY GUIDE 1.145, AUGUST 1979, ATMOSPHERIC DISPERSION MODELS FOR POTENTIAL ACCIDENT CONSEQUENCE ASSESSMENTS AT NUCLEAR POWER PLANTS 1.9.145.1 Regulatory Guide 1.145 Position This guide identifies acceptable methods for:

o Calculating atmospheric relative concentration (x/Q) values.

e Determining x/Q values on an overall site basis.

e Determining x/Q values on a directional basis.

O Amend. 5 4/84 1.9-118 Amend. 7 5/84

i VEGP-FSAR-2

' j'_'f

\J

, LIST OF TABLES (Continued) 2.1.3-18 Population by Annular Rings, 0- to 10-Mile Radius

, r~%) Total 2.1.3-19 Population by Sectors, 20- to 50-Mile Radius Total 2.1.3-20 Population by Annular Rings, 20- to 50-Mile Radius Totals 2.2.2-1 Description of Savannah River Plant Facilities

'2.2.2-2 Description of Barnwell Nuclear Fuel Plant Facility 2.2.2-3 Description of Chem-Nuclear Systems, Inc., Facility 2.2.2-4 Major Industries (25 or More Employees) Within 25-Mile Radius of VEGP 2.2.2-5 Description of Products and Materials: Savannah River Plant (Facilities Within 5 Miles of VEGP) 2.2.2-6 Applicable Toxicity Limits 2.2.2-7 Burke County, Georgia, Transportation Accident Data, Within 5 Miles of the Site 2.2.2-8 Hazardous Rail Cargo Traffic Estimates

, 2.2.2-9 Hazardous Cargo Rail Accident Data 2.2.2-10 Description of Products and Materials: Barnwell Nuclear Fuel Plant Allied-General Nuclear Services 2.2.2-11 Description of Products and Materials: Chem-Nuclear Systems, Inc.

'- 2.2.2-12 Terminal Area Forecast, Fiscal Years 1980-1990 Total Flights 2.2.3-1 Truck Accident Rate per. Year per Mile in State of Georgia b\~/

2.2.3-2 Number of Rail Accidents and.R' ail' Mileage in State of

-Georgia 2.2.3-3 Accident Rate for Rail Transportation per Year per Mile in State'of Georgia i'b x/

4 2-vii - Amend. 7- 5/84

VEGP-ESAR-2 LIST OF TABLES (Continued) 2.2.3-4 Accident Rate for Rail Transportation per Year per Mile - Nationwide 2.2.3-5 Accident Rate for Barge Transportation on Savannah River per Year per Mile 2.2.3-6 Potential Hazard from Substances Transported Within 5 Miles of the Plant 2.2.3-7 Probability of Spill if a Truck Accident Occurs in Georgia 2.2.3-8 Frequency of Accident with Hazardous Chemicals on State Highway 23 2.2.3-9 Probability of Spill if Accident Occurs on Railroad 2.2.3-10 Frequency of Accident with Hazardous Chemicals on Railroads in Georgia 2.2.3-11 Frequency of Accident with Hazardous Chemicals on the Savannah Rivers 2.2.3-12 Regulatory Guide 1.91 Allowable Distance and Actual Transported Distance of Hazardous Chemicals 2.2.3-13 Regulatory Guide 1.78 Allowable Mass and Actual Transported Mass 2.2.3-14 The Probability of Exceeding the Threshold Limit in Case of Puff Release for Ammonia on Railroad 2.2.3-15 The Probability of Exceeding the Threshold Limit in ,

Case of Continuous Release for Ammonia on Railroad 2.2.3-16 The Probabilities of Exceeding the Threshold Limits O Due to Transportation Accident on Savannah River 2.2.3-17 Oils and Solvents Stored at the Combustion Turbine Plant 2.2.3-18 Onsite Chemical Storage O 2.2.3-19 Probability of Exceeding Threshold Limit in Control Room Due to a Puff Release Accident with Onsite Storage Facilities (Liquid or Compressed Gases)

O 2-viii L

i VEGP-FSAR-2 LIST OF TABLES (Continued) 2.3.5-5 Terrain Elevation above Plant Grade O 2.3.5-6 Atmospheric Dispersion Factors for Vogtle 2.3.5-7 Atmospheric Dispersion Factors for Vogtle 2.3.5-8 Atmospheric Dispersion Factors for Vogtle O 2.5.5-9 Atmospheric Dispersion' Factors for Vogtle 2.3.5-10~ Diffusion and Deposition Estimates for All Receptor Locations 2.3.5-11 Diffusion and Deposition Estimates for All Receptor Locations 2.3,5-12 Atmospheric Dispersion Factors 1980-81 2.3.5-13 Atmospheric Dispersion Factors 1980-81 2.4.1-1 Savannah River Subbasins and Drainage Areas above 0? VEGP 2.4.1-2 Safety-Related Structures and Access to Them 2.4.1-3 Water Control Structures, Savannah River Basin 2.4.2-1 Gauging Station Records, Savannah River Basin, Savannah River at Augusta, Ga., Annual Flood Peaks.

2.4.2-2 Probable Maximum Precipitation 2.4.2-3 Yard Drainage, Recommended 100-Year Rainfall Criteria 2.4.3-1 Probable Maximum Precipitation 2.4.3-2 6-h Sequential Incremental Probable Maximum Precipitation

=

2.4.3-3 Spatial Isohyetal Adjustments for the Three Greatest 6-h Probable Maximum Precipitation 2.4.3-4 Spatially Adjusted Three Greatest 6-h Probable Maximum Precipitation 2.4.3-5 6-h Incremental Maximum Precipitation Arranged in Critical Sequence O

2-xi

VEGP-FSAR-2 LIST OF TABLES (Continued) 2.4.3-6 Cumulative Probable Maximum Precipitation for Various Storm Positions and Calculation Procedure 2.4.7-1 Minimuir, Water Temperature of the Savannah River 2.4.12-1 Water-Bearing Properties of Materials Underlying VEGP and Vicinity l

2.4.12-2 Ground Water Use 2.4.12-3 Water Quality Analyses - Observation Wells 2.4.12-4 Water Quality Analyses - Domestic Wells 2.4.12-5 Water Quality Analyses - Springs 2.4.12-6 Water Quality Analyses - Surface Water 2.4.12-7 Water Level Measurements at Observation Wells (Prior to Construction Postponement of 1974) 2.4.12-8 Summary of Aquifer Characteristics Calculations 2.4.12-9 Permeability Test Results - River Facilities Area 2.5.1-1 Stratigraphic Units in the Vicinity of VEGP 2.5.2-1 Chronological List of Epicenter Locations for Map with Siginificant Epicenters 2.5.2-2 Modified Mercalli Intensity Scale of 1931 (Abridged) 2.5.4-1 Engineering Properties of Site Soils 2.5.4-2 Engineering Froperties for Design 2.5.4-3 Design Values of Shear Modulus 2.5.4-4 In Situ Soils - Basic Soil Properties for l7 Dynamic Design l 2.5.4-5 Compilation of Shear Wave Data 2.5.4-6 Summary of Data Compilation Based on Cross-Hole Data 2.5.4-7 Elastic Moduli Results 2-xii Amend. 7 5/84

O VEGP-FSAR-2 2.0 SITE CHARACTERISTICS 2.1 O GEOGRAPHY AND DEMOGRAPHY 2.1.1 SITE LOCATION AND DESCRIPTION Figures 2.1.1-1 through 2.1.1-3 show the location of the 3169-acre site within Burke County, Georgia, on the Savannah O River at river mile 151.1.

2.1.1.1 Reactor Coordinates The coordinates of the center of the containment for each of the two units are given below in both latitude and longitude and Universal Transverse Mercator (UTM) coordinates. Latitude and longitude are given to the nearest second and UTM coordinates are given to the nearest 100 m.

Unit UTM Coordinates Latitude and Longitude in Zone 17S MG (m) l3 1 33 08'30" N N 3,666,900 81 45'44" W E 428,900 2 33 08'30" N N 3,666,900 81 45'48" W E 428,800 2.1.1.2 Site Area Map Figure 1.1-1 shows property lines for the site; boundary and exclusion lines are the same as property lines. Location and orientation of principal plant structures within the site area are shown in figure 1.2.2-1.

With the exception of the Georgia Ot Power Company combustion turbine plant, Plant Wilson, there are no commercial, industrial, institutional, recreational, or residential structures within the site area. The nearest point to the exclusion area boundary is'the near bank of the Savannah River. Reactor 1 is approximately 3600 ft from the exclusion 7 area boundary, and Reactor 2 is appronisaately 3900 ft from the Oo exclusion area boundary. A scale that will permit the measurement figure 1.1-1.

of distances with reasonable accuracy is shown in The Savannah River is adjacent to the site, shown in figure 2.1.1-2. as O

Amend. 3 1/84 2.1.1-1 Amend. 7 5/84

VEGP-FSAR-2 2.1.1.3 Boundaries for Establishing Effluent Release Limits The property lines as shown in figure 1.1-1 are the boundaries for determining effluent release limits. Effluent releases will not exceed the limits of 10 CFR 20.106(a) at the boundary.

Access within the property boundary is controlled as discussed in subsection 2.1.2. Effluent release points are discussed in s'.ibsection 2.3.5.

O O

I f

(

O O

O 0189V 2.1.1-2 Amend. 7 5/84

r- VEGP-FSAR-2

/

}

sectors. Several segments in this ring in South Carolina

.contain additional facilities of the Savannah River Plant. The majority of these workers also live in different rings from

-{g -their work location.

Estimated workers in 1987 by segment are:

.g_)- N-20, 2400' employees; NNE-20, 1000 employees; NE-20, 6200 employees; and.ENE-20, 500 employees. Socioeconomic base

~

studies completed.for the Savannah River Plant show that the majority of-plant workers live in the Aiken-Augusta corridor which is comprised of segments N-30 and NNW-30. An additional

/~g concentration of industrial employment in this ring is centered

.( ) .in Waynesboro (WSW-20). Most of these workers are estimated to

'also. reside in this segment. Although slight growth in industrial employment at existing and new facilities in the above mentioned segments is anticipated in future years of 2007 and 2028, no significant changes in employment numbers or

-distribution of facilities is anticipated.

There are no recreational land uses of significance or other sources of daily or seasonal population shifts in the 10- to 20-mile annular ring.

Industrial employment centers in the 20- to 30-mile ring are concentrated in'the Augusta area segments NW-30 (3600 employees) and NNW-30 (5368 employees). The majority of these

(")T

(, workers live in the same segments, but some live in the adjoining segments of Aiken (N-30) and Columbia County (NW-40).

Additional transient population concentrations are also found in 20- to 30-mile annular rings due to recreational activities on-weekends and' holidays at several state parks. In Georgia, Magnolia' Springs Park near Millen (SSW-30) experiences an estimated daily peak summer (May, June ~, July, and August) holiday weekend visitor population of 4200. During nonsummer months, the number of daily peak weekend visitors is estimated at 950. oon weekdays, visitors are estimated to average approximately 200 during_the' summer and 75 in the nonsummer months. In South Carolina, two smaller parks also draw some s '

transient visitors. Aiken Park near Windsor'(NNE-30) is

4. estimated to draw a' maximum of 2000 visitors on a peak summer holiday. In.nonsummer months,-daily visitors on a peak weekend are estimated to.be'only 700. Average weekday visitors are

estimated-to be 100 during the summer and 50'during nonsummer.

! months. Barnwell State ~ Park near Blackville (ENE-30) is

'(^T ' smaller; 'more distant from ' residential population "w.) qconcentrations, and less subject to seasonal fluctuations.

. Visitors are estimated to average 700 on a peak holiday and 50 on an average weekday. In' future years, some increase in Lvisitors at these parks'may-occur, although weekend usage is Tc.urrentlylnear capacity for overnight facilities.

RJ ,

2.1.3-3^

1:

VEGP-FSAR-2 The 30- to 40-mile annular ring contains no significant sources of industrial activity which would result in large transient worker concentrations. The relatively small Rivers Bridge State Park near Ehrhardt, South Carolina (ESE-40), is estimated to attract as many as 700 visitors on a peak holiday and as few as 50 on an average weekday. There is little seasonal fluctuation.

The 40- to 50-mile annular ring has some industrial facilities associated with the cities of Thomson (WNW-50) and Swainsboro (SW-50). The majority of workers live within these segments.

Two state parks are located in Georgia within this ring.

George L. Smith Park near Twin City (SSW-50) has little seasonal fluctuation in visitors. Peak holiday visitors are estimated to be 500, with 50 visitors on an average weekday.

Mistletoe State Park (NW-50) does show seasonal variance in visitors dize to its proximity to water at Clarks Hill Reservoir. Visitors are estimated to range from 2200 on a peak summer holiday to 100 on an average summer weekday. In non' summer months on a peak holiday as many as 800 cisitors are estimated to be present. Weekday visitors in nonsummer months are estimated to average 60 persons. This facility is judged to be moderately used at present by the Corps of Engineers.

Some increase in usage is expected in the future. g No other activities or attractions produce significant changes in population distribution between segments or in transient population totals on a daily or seasonal basis.

2.1.3.4 Low Population Zone (LPZ)

The LPZ (as defined by 10 CFR 100) for the VEGP is that area falling within a 2-mile radius (figure 2.1.1-3) from the midpoint between the containment buildings. Tables 2.1.3-1 through 2.1.3-16 and table 2.1.3-18 show that the area is expected to remain sparsely populated during the anticipated life of the plant. There is only one road, River Road, within the LPZ, as shown in figure 1.1-1. There are no towns, h recreational facilities, hospitals, schools, prisons, or beaches within the LPZ or from the LPZ to a radius of 5 miles.

2.1.3.5 Population Center h

Augusta is the nearest population center of more than 25,000 people, with a 1980 population of 47,532 people (U.S. census count). The Augusta corporate limit lies approximately 25 l7 miles from the VEGP reactors. The Augusta corporate city limit l was selected as the population center boundary because the l

2.1.3-4 Amend. 7 5/84

VEGP-FSAR-2 j

Savannah River flood plain occupies the immediate area southeast of the corporate limits and creates a sharply defined low population density area from the southeast corporate limits to VEGP.

A list of all communities within 30 miles of the plant with populations greater than 1000 persons are identified in table 4 2.1.3-21 and figure 2.1.3-5. These also identify the largest city within 50 miles of the plant.

i The 1980 population of Richmond County outside Augusta was approximately 134,097 people: the projected 1990 total -

population of Richmond County, including Augusta, is approximately 203,000. The only defined significant transient population into and out of the Augusta area to the plant site is that portion of the VEGP construction force expected to live in the Augusta vicinity until 1987. The current population distribution indicates high density within the Augusta city limits and the northern portions of Richmond County and much lower density in the rural southern and eastern portions of Richmond County. Projections through 2028 indicate that these distribution and density patterns will remain essentially the same.

, ,s

)

2.1.3.6 Population Density The cumulative resident population for a distance of 50 miles projected for the expected first year of operation (1987) compared to 500 people /mi is shown in figure 2.1.3-3.

Projected to the year 2028, this comparison to 1000 people /mi2 is shown in figure 2.1.3-4.

2.1.3.7 Methodology

'^'

The methodology used to determine population distribution is

described in appendix 2A.

.i

/

Amend 4. 2/84 2.1.3-5 Amend 7. 5/84

i VEGP-FSAR-2

('

TABLE 2.1.3-19 POPULATION BY SECTORS 7'N 20- TO 50-MILE RADIUS TOTALS N_)

Sector 1987 1990 2000 2007 2010 2020 2028 N 38,722 40,221 44,254 48,001 49,889 56,260 61,401

(~yT s, NNE 49,703 52,147 58,271 64,511 67,186 77,661 87,278 NE 41,082 43,031 47,672 52,267 54,337 61,935 68,749 ENE 23,262 24,342 2o,862 29,397 30,484 34,599 38,340 E 13,487 14,068 15,148 16,250 16,726 18,472 19,999 ESE 15,700 16,277 17,4 5 18,678 19,210 21,177 22,898 SE 15,069 15,541 16,137 17,023 17,404 18,839 20,132 7 SSE 11,504 11,732 11,502 11,657 11,769 12,144 12,537 S 18,184 18,703 20,378 21,734 22,587 25,363 27,918 SSW 13,762 14,067 14,749 15,285 15,554 16,461 17,280 SW 12,706 13,001 13,866 14,563 14,863 15,944 16,879 WSW 14,397 14,637 15,413 16,118 16,418 17,491 18,410 W 12,832 13,032 13,711 14,338 14,608 15,574 16,398 WNW 81,723 84,812 94,121 101,651 104,863 116,949 127,713 fs NW 135,141 143,084 163,184 180,490 187,780 215,936 242,202

('~')

NNW 67,084 68,586 75,578 81,580 84,294 94,094 102,848 Total 564,358 587,281 648,281 703,643 727,972 818,899 900,982 o)

\_

Amend. 7 5/84 1

l l

l VEGP-FSAR-2 TABLE 2.1.3-20 (SHEET 1 OF 2)

POPULATION BY ANNULAR RINGS 20- TO 50-MILE RADIUS TOTALS O

Year Ring Population 1987 20-mile 99,973 O 30-mile 40-mile 50-mile 171,145 127,787 165,453 Total 564,358 1990 20-mile 103,310 30-mile 176,782 40-mile 133,540 50-mile 173,649 Total 587,281 2000 20-mile 113,145 30-mile 193,077 40-mile 148,285 50-mile 193,774 Total -

648,281 2007 20-mile 121,693 30-mile 207,351 40-mile 161,846 50-mile 212,753

(} Total 703,643 2010 20-mile 125,351 30-mile 213,474 40-mile 167,938 50-mile 221,209 Total 727,972 t

O Amend. 7 5/84

'!EGP -FS AR-2 TABLE 2.1.3-20 (SHEET 2 OF 2) lear Ring Population 2020 20-mile 138,973 30-mile 236,258 40-mile 190,862 50-mile 252,906 Tota 1 818,899 7 2028 20-mile 150,609 30-mile 256,430 i 40-mile 211,891 50-mile 282,052

' l Total 900,982 l O

i i

i O

O O

Amend. 7 5/84 l l

l -_ -- . . _ _ _ . _ _ _ _ ___ _ _ _ _ ._ . . . _ _ .

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TABLE 2.2.2-5 (SHEET 1 OF 2)

DESCRIPTION OF PRODUCT AND MATERIALS:

SAVANNAH RIVER PLANT (FACILITIES WITHIN 5 MILES OF VEGP)

Maximum Frequency Products Annual Quantity Mode of of or Materials Status Amounts At Any Time T ra n spo rt _ Shipment 400 Area Heavy Water Production and Recovery (includes rework, unit, drum clean-ing facility, analytical l a bc ; a to ry, extraction plant, and distillation plant)

Heavy water (D 20) Produced 76 tons 330 tons Truck 3/ week Iritium Released 3900 Ci(83 220,000 Ci NA NA 7 Sulfor dioxide (SO2) Released 85 tons (b) NA NA NA Phosphoric acid used 1380 lb 460 lb Truck 3/ year Ammonia used 1.5 tons 2.0 tons Truck 2/ year present 4

Silicone M Not used at - - - -

O present t Trisodium phosphate Used $000 lb 1000 lb T ruck S/ year i Potassium permangate Used 220 lb 220 lb Truck 1/ yea r

]

Steam and Electric h Cenera ting Plant 3

( includes water N trea tment plant)

Bituminous coai Bu rned 2i0,000 tons (CI 4 75,000 tons Raii Daily Sul fur dioxide Released 9600 tons - - -

(continuous boiler emissions)

Chlorine Used 15 tons 34 tons Truck Monthly Trisodium phosphate Used 10 tons 2 1/2 tons Truck 6/ year Sulfuric acid Used 175 tons 270 tons Rail 3/ year Caustic (NaOH) Used 290 tons 340 tons RaiI 6/ yea r Alum Used 280 tons 100 tons Truck 8/ yea r 9

(D

3 Da U1 N

ce b

e I

VEGP-FSAR-2

[ TABLE 2.2.2-6 (SHEET 2 OF 10)

=

s Hazardous Substance / Toxicological

_ Applicable Facility Data

3. Coal, Bituminous Chiefly amorphous elemental carbon with

=

(coal facings, low percentages of hydrocarbons, complex F

sea coal) organic compounds, and inorganic mater-1als. (10-214) Toxic hazard depends E -

RTECS No. GF8300000 upon content of crystalline silicon dioxide. (3-508) Coal dust--an Applicable facility: amorphous carbon but sometimes contains SRF(HWP) hyrocarbons, organic complex salts, and inorganic compounds. Slightly toxic by inhalation. (4-133) ACGIH threshold

=

limit value = 2 mg/m 3 exposure in air g (1-441) OSHA exposure limit for y

respirable coal dust containing less than 5% crystalline silica dioxide = 2.4 mg/m'; limit for dust containing more than 5% crystalline silica = 10 mg/m 3

(% crystalline silica dioxide + 2).

(12-545)

4. Fuel Oil A complex mixture of liquid petroleum (distillate, hydrocarbon products with flash points qas oil, home above 100 F. (1-700) Several grades

_ heating oil available. For example: Kerosene--

=

No. 2) moderate fire hazard. (3-760) Moder-ately toxic by inhalation and swallow-7 RTECS No. LS8950000 ing. (4-263) Toxic oral dose level t for rabbit and rat is 20 g/kg.

g Applicable facility: (2-3)

BNFP, SRP(TNX-CMX)

Criteria document recommended standard

' for airborne exposure to refined petroleum solvents to be 100 mg/m' time weighted average. (2-3) May contain suspected

{ (f carcinogens. (3-760)

5. Material Deleted 7

+

O

=

Amend 7 5/84 E

VEGP-FSAR-2 TABLE 2.2.2-6 (SHEET 3 OF 10)

Hazardous Substance / Toxicological Applicable Facility Data

6. Manganese Dioxide, Black crystals or powder; soluble in MnO 2 (manganese hydrochloric acid; incoluble in water. ,

oxide, manganese Oxidizing agent; may ignite organic

'/

't binoxide, man- materials; moderately toxic. (10-535) ganese black, Moderate fire hazard by chemical reaction; battery man- a powerful oxidizer. Must not be rubbed ganese, man- in contact with easily oxidizable matter.

ganese perioxide) Keep away from heat and flammable mater-ials. (3-787) Lowest lethal dose by RTECS No. OPO35000 intravenous route to rabbits = 45 mg/kg.

No OSHA, ACGIH, or NIOSH limits listed.

CAS No. 1313-13-9 Reported in EPA TSCA inventory (July 1979). (2-28) MnOz ir.jected intratra- l3 Applicable fa ility. cheally into rats, in an attempt to SRP, SRP(HWP) stimulate manganese pneumonitis seen in man, produced characteristic

~s s histological changes in the lungs.

) Inhalation exposures of rabbits to MnO 2 3 dust 4 h daily for from 3 to 6 months at levels of 10 to 20 mg/m' resulted in decreased hemoglobin and erthrocytes in the blood; Mn pneumonitis did not occur, but fibrotic changes in the lungs l3 resembling those in silicosis were observed. A ceiling exposure limit of 5 mg/m' is listed for Mn dust and compounds as Mn. (8-250) OSHA standard for manganese = 5 mg/m' as a ceiling for exposure. (12-542)

- ~

7. Mercury, Hg Silvery, extremely heavy liquid. Extrem-(quicksilver) ely high surface tension. Insoluble in hydrochloric acid, water, alcohol, and ether; soluble in nitric acid and lipids.

RTECS No. OV4550000 High electrical conductivity, noncombust-ible. Metallic Hg is highly toxic by y CAS No. 7439-97-5 skin absorption and inhalation of fume or vapor. Tolerance = 0.05 mg/m' of air.

Applicable facility: Absorbed by respiratory and' intestinal SRP tract; accidental intake of small amounts is stated to be harmless (Merk Index).

FDA permits zero addition to be 20 Amend. 3 1/84 Amend. 7 5/84 L - __f

VECP-FSAR-2 only three, which is less than the Regulatory Guide 1.78 allowable frequency of 30 per year.

Calculation shows that the probability of exceeding the Regulatory Guide 1.78 threshold limit in the control room is small, approaching zero.

C. Gasoline and Fuel Oil on the River The probabilities of exceeding the Regulatory Guide 1.78 threshold limits in the control room due to a transportation accident on the Savannah River for fuel oil and gasoline are shown in table 2.2.3-16.

2.2.3.1.4.2 Potential Hazard from Major Depots or Storage Areas. The only major depots or storage areas within 5 miles of VEGP areturbine combustion those plant.

at the Savannah River Plant and the River Plant are provided inThe chemicals stored at the Savannah table 2.2.2-5, and the oils and solvents stored at the combustion turbine plant are provided in table 2.2.3-17.

x' The Savannah River Plant borders the Savannah River for approximately 17 miles opposite the VEGP site. (See subsection 2.2.2.) Due to the large distance from the chemicals stored at the Savannah River Plant to the control room intake there is no potential hazard to the control room habitability from these chemicals. The calculation shows the probability or exceeding the threshold chlorine is notlimit in the control significant (median room due value < to an accident with 7 10 -' ) .

The combustion turbine plant is located approximately 5000 ft irom the VEGP power block.

The chemicals stored there with the exception of the fuel oil No. 2 are stored in small quantities.

Due to the large distance and small quantities of these

^ chemicals, there is no potential hazard to the control room habitability from these substances.

Fuel oil No. 2 tanks for the combustion turbine plant are located east southeast of the power block, approximately 5000 ft.

The full capacity of these tanks is 9,000,000 gal. These tanks are surrounded by a dike which would prevent the fuel oil from spreading into a large spill area. The calculation shows that the probability of exceeding the threshold limit in the control room does not exceed 10-'.

2.2.3.1.4.3 Potential Hazard from Onsite Storage Tanks. The storage facilities on the VEGP site are listed in table f

2.2.3-13 Amend. 7 5/84 L

VEGP-FSAR-2 2.2.3-18 and are shown in figure 6.4.2-2. The table lists the cliemic a l s , quantities, and their distances from storage to the air intake of the control room.

Several of the chemicals listed in table 2.2.3-18 are excluded from further consideration due to their properties. Those chemicals excluded are:

A. Sodium hydroxide because it is nonvolatile and relatively nontoxic. <tz><ts)

B. Oxygen because it does not present a potentiel hazard for control room habitability.

C. Catalyst (benzoyl peroxide) because the melting point is 108 C; so under ambient conditions it is in the solid state. it2><ta>

D. Dispersant (NALCO 7319) because vapor of this liquid is nontoxic.

E. Electrohydraulic control fluid (phosphate esters) because no harmful vapors evolve from this chemical under normal operating temperatures. h F. Liquids stored below ground level because significant spills cannot occur.

For the remaining chemicals the releases are postulated to occur during stable weather conditions. The probability of exceeding the toxic limit in the control room is calculated using the following equation:

P=fgPf (a) P a (Ccr>Ctl) f(a) Aa where:

f = probability of a chemical release frem a h storage tank per year.

a = dispersion coefficient depending on Pasquill's categories and determining the dispersion, oy, along the horizontal axis, y, perpendicular to the direction of the plume propagation.

Pg (a) = probability that the toxic chemical plume covers the intake of the control room, given a.

Pa(C ct 2Ctl) = probability that the Ccr in the control 2.2.3-14

1 i

VEGP-FSAR-2 (s\

G B. The worst meteorological conditions: Pasquill's stability category G (minimum dispersion coefficient) and minimum windcpeed.

C.

(m-) Duration of 5-acre forest fire is 1.5 to 2 h.'27' D. The distance from the control roc.a to the nearest forest is 7500 ft.

This conservative model results in a control room concentration

[s)

'/

of carbon monoxide of less than 200 mg/m'. This is less than the toxicity limit of 400 mg/m'. Therefore, offsite forest fires are not considered a credible hazard to control room personnel.

2.2.3.1.5.4 Fire Due to an Accident at Industrial Storage Faci _lities. There are two major storage facilities in the l7 vicinity of the plant:

A. A chlorine storage facility at the Savannah River 3 Plant. The total mass of chlorine is 34 tons. The distance to the plant is about 3 miles.

() B. No. 2 fuel oil storage tanks at Plant Wilson. There are three tanks with a total capacity of 9 million g

gal. The distance to the plant is 1500 m.

Chlorine is not a flammable gas and therefore is not a fire hazard. 7 The potential fire hazard from the Plant Wilson storage tanks is evaluated below.

Two primary hazards could exist from a large fire'2 at the Plant Wilson storage tanks:

~3 A. A dangerous thermal environment or heat load on the s_) control room structure.

B. A potentially lethal concentration of toxic gases in ,

the intake of the control room. l I^)

\_ >

]

! /' ,

/

l Amend. 3 1/84 l 2.2.3-17b Amend. 7 5/84 1

VEGP-FSAR-2 l

A comparison with actual fire data c2 > shows that an insignificant temperature rise will occur near the control room structure from a fire at a distance of 1500 m. Therefore, a fire at the Plant Wilson facility will not create a thermal environment affecting the control room scructure.

The potential for a dangerous concentration of toxic gases that could reach the control room may be created by two types of fire, a fireball or a pool fire.<2 ><2 A fireball or vapor cloud fire arises if two conditions exist, i.e., the concentration of the fuel-air mixture is within inflammability limits and an ignition source exists in this cloud area.'l'8 The inflammability limit of a fuel-air mixture is between 1 and 7 percent volume concentration.'i

Calculations show that for the worst meteorological conditions (Pasquill's stability category G, minimum windspeed, and maximum pool area) the volume concentration of fuel oil-air mixture reaches only 0.05 percent, which is lower than the lower inflammability limit. Therefore, a fireball could not develop and is not considered a potential hazard to control room habitability.

Two types of pool fire could exiet, i.e., a partial pool fire (fire occurs just as the fuel starts to run out) or a complete 3 h

pool fire (ignition occurs after a spill covers a large area).

This evaluation considers only the complete pool fire because it is more severe and covers a larger burn area.

The following equation is used to calculate the probability of exceeding the toxicity limits in the control room as a result of a pool fire:

P=fI P a (C cr > C a

P.(a) f tl) f(a) Aa where:

f = the probability of a chemical release from a ctorage tank and fire per year.

a = the ditpersion coefficient depending on Pasquill's categories determining the dispersion, oy along the horizontal axis y, perpendicular to the direction of plume propagation.

Pg(a) = the probability that the toxic chemical plume covers the intake of the control room, given a.

2.2.3-17c Amend. 3 1/84

O O O O O TABLE 2.3.2-1 (SHEET 1 OF 6)

NORMALS, MEANS, AND EXTREMES FOR AUGUSTA, GEORGIA Testie ra t u re s (

• F 1 No rma i Degree Days NoE 41 Extremes Base _65*F Daily Daily Record Reco rd Mor.g!} Max. Min. Monthly Highest Year Lowest ye a__r Hdatino Cooling (a) 31 31 Jan 57.6 34.0 45.8 80 1975 5 1970 601 6 Feb 60.5 36.1 48.3 86 1962 9 1973 475 8 Mar 67.1 42.0 54.6 88 1974 12 1980 384 6 23 Apr 90.7 76.9 63.8 93 1980 30 1972 90 54 7

May 89.1 14.2 71.7 99 1964 35 1971 to 218 J uc- 87.0 66.7 78.2 105 1952 47 1972 0 396 4 Jul 90.9 69.9 80.4 107 1980 59 1951 0 477 $

'-J Aug 90.2 69.8 79.0 104 1968 54 1968 0 453 i N

Sep 89.2 63.2 74.2 101 1957 36 1967 0 279 $

Oct 77.0 $1.2 64.1- 97 1954 22 1952 104 76 Nov 67.1 40.2 53.7 90 1961 15 1970 384 4 5 Dec 68.7 34.1 46.4 82 1967 5 1981 577 0 Jul Dec Year 75.4 51.4 63.4 107 1980 5 1981 2547 1995 3

(3 D

C.

L11

\

cn b

O O O O O. O'O TABLE 2.4.12-7 (SHEET 1 OF 3)

WATER LEVEL MEASUREMENTS AT OBSERVATION WELLS (PRIOR TO CONSTRUCTION POSTPONEMENT OF 1974)

Highest / Lowest Elevation of Ground Water for Year Shown (ft above mst )

Well '. Su rf a ce 1971 1972 1973 1974 Notes

.L . Elevation High Lov High Low High- Low High Low Observation Welis in Water Table Aouirer 42D 209.7 160 154' 159 156 161 160 158 157 124 260.3 162 161 163 162' 170 167 169 163 129 215.3 155 153 157 154 163 157 160 144 140 222.4 161 159 161 160 168 165 165 162 141 .230.4 155 154 156 154

--142 .224.5- 153 152 153 152 160 136 158 144 143 224.5 155 153 ,155 143 163 161 160 150 7 145 218.7 161 147 155 151 176 196.4 160 159 161 -160 167 165 164 162 177 213.0 161 -161 163 160 170 167 165 162 178 240.4 159 157 160 157 .163 160 159 157 179. 275.9 ,166 154 171 166 174 170 169 165 <

243 213.0 151 18.6 148 147 147 146 Completed in 1972 to 244 212.6 165 161. 160 130 158 156 Completed in 1972 0 245 207.6 156 155 163 162 161 159 Completed in 1972 9 247' 248 211 3 166.8 162 162 159

<161 Completed Completed in in 1972 1972 kcn 249 192.8 160 159 164 162- 162 157 Completed in 1972 >

• D I

. OtLge rva t ion We l l s in Artesian Aouirer M 24 216.0 122 116 120 116 123 116 122 117

- 26 203.8 135 100 107 -103 107 102 .106 104 27 210.0 94 79 90 81 98 82 88 79 7 29 193.4 107 89 102 97 102 96 99 93 31 211.0 110 101 112 107 121 107 111 105 32 214.0 107 102 109 105 111 102 106 100 34 86.0 102 101 -

Artesian flow except in 1972 42A 210.5 204 82 102' 99 111 107 110 105 1971 high/ low not considered valid 101A 210.8 119 117 120 117 121 116 118 113 121 .88.0 Artesian flow

.BB 135 200.5 118 104 109 106' 110 104 . Artesian flow 144 103.2 103 81 90' 83 1971 and 1972 data not availabio 88 '147 226.2 118 115 118 116 185 1~7 119 116 High reading in 1973 not considered valid 246 210.4 118- 116 116 114 113 111 Completed in 1972

.$5 .9 4m Obse rva t ion We l l s in Ma rl Aaulclude 428 210.4 187 118 126 118 139 139

((

42C 210.0 152 150 156 152. 150 150 bb g

~

, ,n

( ,.

j ~

TABLE 2.4.12-7 (SHEET 3 OF 3)

Qua r_t.erly Cround Wa ter Leve l s { f t mst)

Well Su r face Tetal Sc reened I nte rva l 1979 1980 No. Elevation Depth from To Active 2nd 3 rd 4th 1st 2nd 3 rd 4th Observation Wells in the Confined Acuifer 26 203.8 200.0 190.0 200.0 Yes 102.4 103.5 102.9 135.8 102.7 101.4 101.4 27 209.0 190.0 180.0 190.0 Yes 81.6 82.2 (c) (c) 82.6 82.3 81.1 29 193.4 210.0 200.0 210.0 Yes (c) 97.3 96.6 104.0 96.9 94.9 95.4 31 216.8 210.0 200.0 210.0 NotO ' 107.0 107.9 106.5 111.3 107.1 105.1 105.2 32 217.4 210.0 200.0 210.0 Yes 107.0 106.5 106.5 109.7 107.1 103.8 104.1 33 238.6 220.0 210.0 220.0 Yes 96.0 Dry 96.6 93.1 Dry (c) (c) 34 90.5 100.0 90.0 100.0 No (9) - - - - - - -

7 246 213.5 230.0 220.0 230.0 Yes 113.5 113.8 112.7 117.2 113.5 111.1 111.3 rn O

6 7 m

CA

c l

N

a. Elevations on sheet 1 of this table are top of PVC riser as surveyed prior to installation of construction bench marks; elevations on sheets 2 and 3 a re tc p o f PVC r i se r a s su rveyed in 1984 from construction bench marks.

b .' Readings are anomolous and not considered reliable; well is considered reparable and will be reta ined in the g round wa te r mon i to r i ng p rog ra m,

c. No readings taken this period.

Has been or is scheduied to be sealed and abandoned due to proximity to ongoing construction.

gggd.

e. Canstruction of wells comple ted December 1979 through Janua ry 1980.

. . . f. All currently active wells a re intended to be permanently reta ined fo r the g round wa te r mon i to r i ng p rog ra m.

Some additions / deletions may be required dua to construction activities.

4 Ch m

g. Well 34 is a flowing well located in the flood plain of the river.

We l l s we re inspected in 1981 and found to be nonfunctional and i r repa ra b l e. All readings since 1979 a re

((# h. considered unrel iable. WelI has been sealed and deleted f rom the ground water monitoring program.

co co e Abb k ___ ___ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _

7 VEGP-FSAR-2 l

w./

2.4.13 ACCIDENTAL RELEASES OF LIQUID EFFLUENTS IN GROUND AND SURFACE WATER

'w ) 2.4.13.1 Consideration of Accidental Spill of Radioactive Material in Ground Water Any fluid containing radioactive nuclides infiltrating the ground at the plant site would first move downward through the

(')

m, unsaturated zone to the water table. After reaching the water table, it would move laterally and discharge to the springs or seeps on the flanks of the adjacent streams and eventually reach the Savannah River. The marl aquiclude will prevent further downward movement toward the confined aquifer. The 7 shortest path to a stream channel flanking the site is toward Mathes Pond, a distance of 2500 ft. The time required for ground water to migrate along this flow path is determined by the permeability and porosity of the materials and the gradient of the water table. Both laboratory and field tests have been performed to determine the permeability of the materials. The hydraulic gradient may be determined from the ground water contours shown in figure 2.4.12-7. The porosity of the sands is

,, estimated to be 45 percent.

i

)

Seepage velocity, then, may be determined by the following relationship:

v = ki n

where:

v = seepage velocity (ft/ year).

k = coefficient of permeability (ft/ year).

7 s

\ i = hydraulic gradient (dimensionless).

n = porosity (dimensionless).

Over the first 1000 ft of the flow path, the hydraulic gradient is 4.5 x 10-8 It becomes steeper (10-2 ) beyond that point,

-, implying a lower permeability. From the range of permeability

) determinations (10 to 20,000 ft/ year from laboratory measurements and 200 to 250 ft/ year from field measurements),

conservative values of 8000 ft/ year for the first 1000 ft of 7 flow path and 200 ft/ year beyond the first 1000 ft are assigned.

,, ~

(

Using these values, the seepage velocities are determined to be 80 ft/ year over the initial 1000 ft of flow path and 4.5 ft/ year over the balance. Total time to reach Mathes Pond 2.4.13-1 Amend. 7 $/84

r l

l VEGP-FSAR-2 would be 350 years. This indicates that considerable time would elapse before any radioactive material carried by the water might reach Mathes Pond and before consequently 7 appreciable decay of radioactivity would have occurred.

In a#ddition, any radioactive fluids migrating through these materials would be further dispersed by adsorption on clay particles and by ion exchange effects. The ability to attract radionuclides is measured by the distribution coefficient.

Measurements of the coefficient of similar materials at the Savannah River Plant project area indicate this capability is relatively low, but, conservatively, delay in migration of radionuclides would reduce the concentration by at least a factor of 100.

2.4.13.2 Dispersion, Dilution, and Travel Times of Accidental Releases of Liquid Effluents in Surface Waters The only potentially radioactive tanks above grade are the refueling water storage tank, the reactor makeup water storage tank, and the condensate storage tanks. These tanks are designed and constructed to meet Seismic Category 1 requirements. Each tank has an approximately 2-ft-thick wall and 21-in.-thick roofs constructed of reinforced concrete. The tanks are lined with stainless steel liner plates. High level 7 alarms are provided in the control room to alert the operator of a potential overflow condition. The tanks are surrounded by trenches to collect potential overflow. Provisions are made for sampling water collected in the trenches, and temporary connections are utilized to transfer potentially contaminated water to the liquid radwaste system. Thus no liquid effluent will be released to surface water from these tanks.

An analysis of a radioactive release due to a failure of the most critical radwaste storage tank is provided in subsection 5 15.7.3.

The only direct discharge of radioactive liquids to surface O water is from the waste monitor tanks, as discussed in subsection 11.2.3. The release point is shown in figure 2.4.13-1. Normally, the discharge from the liquid waste processing system is combined with blowdown from the c'irculating water cooling system, the nuclear service cooling water system, and the steam generators as well as other station liquid 7

lll wastes. If this flow is not sufficient to meet 10 CFR 20 limitations, additional river water is added to the discharge line to further dilute the radioactive wastes. Dilution factors are discussed in paragraph 31.2.3.4. An inadvertent release via O

Amend. 5 4/84 2.4.13-2 Amend. 7 5/84 L

m. -

n VEGP-FSAR-2 l=~ Ir the waste processit.g system or the steam generator blowdown system is prevented by interlocks between radiation monitors RE-018 and RE-021 (section 11.5) and associated downstream, air-operated valves. If the radioactivity in the streams

.f')

\ /

. exceeds a predetermined setpoint, then the streams are automatically isolated. In addition, locked closed valves in the waste stream ensure that administrative control of radioactive discharges is maintained.

Should an inadvertent discharge from the. waste processing system occur,.the release of one entire tank volume results in a release less than the normal' annual releases discussed in

. subsection 11.2.3 and is within the limits of 10 CFR 20, table II, column 2, averaged over c period of 1 year.

Discharge from the stream generator blowdown system (subsection 10.4.8) initially flows to the waste water retention basin.

From there, it is pumped to the blowdown sump where it is combined with circulating water dilution flow and other blowdown flows.before being discharged to the river. Upstream of the waste water retention basin, the steam generator blowdown is monitored-for radioactivity by radiation monitor RE-021. If the monitor detects radioactivity exceeding a predetermined setpoint, the discharges to the waste water retention basis are O

automatically terminated.

~ . .

N

)

~

a A. 3 N.s v

r; 2.4.13-3 0

Amend._7 5/84 1a _ - _ - . .. .- -- . - . - - - - - . - - - - - _ . - - - - - - - - . - - - - - - - - - - - -

---

..---L.-

l l

VEGP-FSAR-2 BIBLIOGRAPHY I Reichert, S. O., and Fenimore, J. W., Lithol_ogy and Hydrology )

I of Radioactive Waste Disposal Site, Savannah River Plant, South 7 Carolina, Engineering Geology Case History No. 5, GSA, pp 53-69, l 1964.

i l

i l

l 9;

I l

l l

l f i h

O!

G O

0229V 2.4.13-4 Amend. 7 - 5/84 l

VEGP-ESAR-2 8 2.5.1-12. The 5-mile-radius map shows the location of the l7 known and inferred contacts between surface materials at the site. A detailed geologic map of the power block area, figure 3 2.5.1-23, was prepared from data obtained during the geologic

^ '

mapping program conducted concurrent with excavation and grading. The geologic map of the power block area and geologic data concerning the area are diccussed in paragraphs 2.5.1.2.2 and 2.5.1.2.3. Geologic sections through the power block excavations are shown in figures 2.5.1-24, 2.5.1-26, and 2.5.1-27. The regional geologic map is shown in figures 2.5.1-8 and 2.5.1-9.

2.5.1.2.6 Plot Plan Information concerning the locations of major structures of the plant, including all Seismic Category 1 structures, and exploration and test borings made at the site area is presented in figures 2.5.1-10, 2.5.1-11, and 2.5.1-13. These figures are discussed in subsection 2.5.4. The geologic logs of the borings are discussed in appendix 28.

,~ 2.5.1.2.7 Subsurface Profiles and Plant Foundations Subsurface profiles showing lithologic correlations from drill hole data are given in figures 2.5.1-14 and 2.5.1-17. Geologic '

profiles and geologic sections prepared from data obtained during the geologic mapping of the foundation excavations are presented in figures 2.5.1-24 (sheets 1 through 6), 2.5.1-26, and 2.5.1-27. They are discussed in paragraphs 2.5.1.2, 2.5.1.3, and 2.5.4.5. The site ground water conditions are discussed in detail in subsection 2.4.12 and summarized in paragraph 2.5.1.2.6.7. The significant engineering characteristics of the subsurface materials are discussed in subsection 2.5.4. All Seismic Category 1 structures are founded on the Blue Bluff marl or upon compacted structural backfill placed upon the marl. The Blue Bluff rarl is a gray-green, hard, sendy to silty, calcareous clay marl with thin limestone lenses, small calcareous nodules, and occasional macrofossils.

2.5.1.2.8 Engineering Geology Evaluation 2.5.1.2.8.1 Engineering _ Properties of Foundation Materials.

The strength of foundation materials, static and dynamic properties, bearing capacities and settlement, rebound and heave, and foundation design criterie are discussed in subsection 2.5.4.

2.5.1-37 Amend. 7 5/84 k

n VEGP-FSAR-2 l

2.5.1.2.8.2 Prior Earthquake Effects. There is no evidence to suggest that surficial or subsurface materials have been s affected by prior earthquake activity. No evidence of texture faults were found from any of the site exploration borings or in any of the excavations.

2.5.1.2.8.3 Deformational Zones. Examination of outcrops, excavation exposures, and subsurface samples have revealed that there are no deformational zones within the Blue Bluff marl, g which is the foundation material for the major plant T structures. Approximately 1000 ft northwest of the major structures, there is, however, a dip reversal of about 3 to the northwest. This gentle dip reversal in the otherwise very gently southeasterly dipping (approximately 30 ft/mi southeasterly) homocline of Tertiary sediments is of depositional origin and does not represent a structural (tectonic) deformation. Paragraph 2.5.1.2.3 contains,a discussion of this anomaly.

During the construction phase at VEGP, a comprehensive inspection program was carried out to continuously monitor and assess the condition and character of all excavated marl throughout the power block area. A total of four joints was found in the uppermost strata of the marl. Two were found during routine inspection of the exposed marl surface prior to backfilling, and two were found during inspection of the radwaste solidification building caisson foundation. Each joint 7 was independently investigated and found to be of limited depth and areal extent and of nontectonic origin. Evidence produced by the investigations suggs.sts that the joints were formed either during or immediately following late-stage diagenesis of the marl. Depositional loading from overlying sediments may have been a contributing factor. There is no evidence to suggest that these features are related to any processes that have occurred within recent geologic time.

With the exception of the joints described above, no other fractures, partings, or anomalous features were found in the lll marl.

2.5.1.2.8.4 Zones of Alternation or Weakness. The Blue Bluff marl is basically unweathered and unaltered, except for the uppermost section, which is up to 5 ft thick and slightly lll discolored by weathering from gray-green to green. This weathered zone was completely removed in foundation preparation.

O 2.5.1-38 Amend. 7 5/84

^

VEGP-FSAR-2 i

2.5.1.2.8.5 Bedrock Stress. Approximately 950 ft of unlithified to poorly lithified sediments overlie the pre-Cretaceous basement rock at the site. Rebound of the Blue "1 Bluff marl, the bearing stratum, is being monitored by in situ instruments at or in the power block excavation. A total of nine heave points were installed between el 104 and 126 ft at the locations shown in figure 2.5.1-38. From 1974 to 1977, l7 rebound ranged from less than 1 to 1.6 in., substantially less than predicted. A discussion of heave is contained in

('; paragraph 2.5.4.10.

2.5.1.2.8.6 Effects of Man's Activity. There are no mining or underground mineral extraction activities occurring on or near the site. Ground water extraction is nominal in this area of low population. Therefore, there are no human activities which will affect site geologic conditions.

2.5.1.2.8.7 Site Ground Water. The principal water-bearing zone in the site vicinity is composed of the Paleocene Ellenton Formation and the Cretaceous Tuscaloosa Formation, which together make up a highly productive artesian aquifer system.

(, T This aquifer is widespread throughout the southeastern United States and is variously referred to as the Tuscaloosa aquifer, the Cretaceous aquifer, and the principal artesian aquifer. It is overlain and confined by the Blue Bluff marl member of the Eocene Lisbon Formation. The permeability of the marl layer is very low; hence, it is classified in this report as an aquiclude.

Other less prominent water table aquifers are present throughout the area in the younger sediments overlying the aquiclude. The Eocene Lisbon Formation and Barnwell Group produce grou,nd water in quantities sufficient for local -

domestic and industrial use; the Miocene Hawthorne Formation

,. and the Quaternary alluvial and terrace deposits produce

) quantities suitable only for domestic use. The VEGP is founded in the Lisbon Formation. A detailed discussion of site ground water conditions is contained in subsection 2.4.12.

i i s

2.5.1-39 Amend. 7 5/84

p- 1 i

VEGP-FSAR-2 REFERENCES

1. Fenneman, N. M., Physio _ graphy of Eastern United States, McGraw-Hill Book Co., p 714, 1938.

2. Cooke, C. W., " Geology of the Coastal Plain of Georgia,"

U.S. Geological Survey Bulletin 941, p 121, 1943.

3. Cooke, C. W., " Geology of the Coastal Plain of South Carolina," U.S. Geological Survey Bulletin 867, p 196, 1936.

4. Smith, C. W., III, " Stratigraphy of the Aiken County Coastal Plain," South Carolina Geological Survey Open-File Report 19, p 34, 1979.

5. Hatcher, R. D., Jr., " Development Model for the Southern Appalachians," Geologi. cal Society of American Bulletin, Vol 83, No. 9, pp 2735-2760, 1972.

6. Hatcher, R. D., Jr., " Tectonics of the Western Piedmont and Blue Ridge, Southern Appalachians: Review and Speculation," American Journal of Science, Vol 278, No. 3, pp 276-304, 1978. h

7. Rankin, D. W., "The Continental Margin of Eastern North American in the Southern Appalachians: The Opening and Closing of the Proto-Atlantic Ocean," American Journal of Science, Vol 275-A, No. 3, pp 298-336, 1975.

8. Rankin, D. W., " Appalachian Salients and Recesses: Late Precambrian Continental Breakup and the Opening of the Iapetus ocean," Journal of Geophysics Research, Vol 81, No. 2, pp 5605-5619.

9. Cook, F. A., Brown, L. D., and Oliver, J. E., "The Southern Appalachians and the Growth of Continents,"

Science American, Vol 243, No. 4, pp 156-168, 1980.

10. Cook, F. A., et al., "COCORP Seismic Profiling of the Appalachian Orogen Beneath the Coastal Plain of Georgia,"

Geologi_ cal Society of America Bulletin, Vol 92, No. 10, pp 738-748, 1981.

11. Hatcher, R. D., Jr., and Odom, A. L., " Timing of Thrusting in the Southern Appalachians, U.S.A." Model for Orogeny,"

Journal of Geological Society London, Vol 137, Pt. 3, pp 321-327, 1980.

O 2.5.1-40

VEGP-FSAR-2 2.5.2 VIBRATORY GROUND .'40 TION 2.5.2.1 Seismicity

~

All significant historically reported earthquakes, that is, all earthquakes that could have reasonably affected the site region, are considered in this section. The site region as used here is the area bounded by latitudes 30* to 36.5*N and longitudes 78* to 85.5 W. This region encompasses the area

(' within 200 miles of the site. Within this site region all earthquakes of Modified Mercalli intensity greater than IV or Richter magnitude greater than 3.0 are considered. Earthquakes l7 that occurred outside the site region but that were probably felt at the site are also treated.

All significant site region earthquakes are shown in figure 2.5.2-1 and listed in table 2.5.2-1. These earthquakes are characterized in figure 2.5.2-1 cither by a Roman numeral designating their Modified Mercalli intensity or by an Arabic numeral designating magnitude in the few instances where no intensity estimates are available. Both intensity and magnitude, where available for an earthquake, are given in table 2.5.2-1.

t

~

Most of chat is known about site region seismicity is based on intensity data. These data are not derived from measurements made by instruments but are only chronicles of the sensible effects of earthquakes on people, atructures, and landforms.

The intensity scale used throughout this section is the Modified Mercalli Scale of 1931. An abridged version of this scale appears in table 2.5.2-2.

The magnitude of an earthquake depends for its definition upon the amplitude of motion on a standard instrument normalized to take into account the separation of the earthquake location from the instrumental recording site. In the site region

',' several magnitude scales are commonly employcd, which are not exactly equivalent. For the purposes of this study these differences are not critically important and, having been acknowledged, are not discussed further. The magnitudes shown for the two events in figure 2.5.2-1 and tabulated for a number of earthquakes in table 2.5.2-1 are undifferentiated but may be thought of as roughly the same as Richter scale local magnitudes, M t.

The locations of site region carthquakes are given to an accuracy of 1/10* in table 2.5.2-1. This choice implies an uncertainty in epicentral position on the order of 10 km or so.

This is estimated to be a fair representation of the uncertainty in earthquake locations for site region events 2.5.2-1 Amend. 7 5/04

VEGP-FSAR-2 averaged over the chronological range of their occurrence.

Roundoff'at the 1/10 level is used in several of the more important scurces,' from which the information in table 2.5.2-1 and figure 2.5.2-1 is compiled, no that it is convenient and logical to follow this convention. However, it must be remembered that the implied 10-km (6-mile) uncertainty is only an average estimate. The epicenters of many of the earlier site region earthquakes are only points on a map placed as near as possible to the center of the area suffering the greatest effects from that event. For some of these events the 7 actual uncertainties in location are realistically measured in several times the 10-km average (6-mile). In contrast, instrumental seismology has undergone significant and rapid growth in the site region over the past decade, so that for some very recent events the 10-km (6-mile) uncertainty is exaggerated.

Distances between each site region epicenter and the site are tabulated in table 2.5.2-1. In view of the uncertainties in earthquake location noted above, to the nearest 5 miles. these distances are given only l3 Finally, table 2.5.2-1 lists the estimated intensity near the site from each site region earthquake. These estimates are based on available felt-report data from several standnrd sources'2'i supplemented by a number of specialized references.-18' Intensity VI, in association with the August 31, 1886, Charleston, South Carolina, earthquake, is the highest intensity experienced at the site due to these site region events. The earthquake closest to the site was the November 1, 1875, event about 60 miles northwest. This earthquake had a maximum intensity of VI near its epicenter and was felt from Spartanburg and Columbia, South Carolina, to Atlanta and Macon, Georgia, an area of about 200 by 150 miles.

This felt-area geometry suggests that it may have been felt at the site with low intensity although no reports are available in the immediate site vicinity.

The earthquake of epicentral intensity greater than or equal to O VII occurring nearest the site, exclusive of those earthquakes in the Charleston-Summerville, South Carolina, area, was the Onion County, South Carolina, event of January 1, 1913. A recent evaluation of the felt reports from this earthquake

indicates an epicentral intensity of VII-VIII and a felt area that does not include the site. Therefore, for this study it lh is concluded that this earthquake, occurring about 110 miles north, was not felt at the-site.

Several other site region earthquakes are estimated to have been felt with intensity less than or equal to IV at the site.

These events, which include some aftershocks of the Amend. 3 1/84 2.5.2-2 Amend. 7 5/84 L

r b.

f y VEGP-FSAR-2

.b 2.5.2.2 Geologic Structures and Tectonic Activity The site is located in the Atlantic Coastal Plain province at a es point about 25 miles southeast of the boundary between this and

' () the Piedmont province. Within 200 miles of the site are also the Blue Ridge province to the northwest of the Piedmont ,

province and a small section of the Valley and Ridge province northwest of the Blue Ridge province. These physiographic provinces and the site location are shown in figure 2.5.1-1.

A

) Physiographic and geologic descriptions of these provinces may be found in paragraph 2.5.1.1.1. Regional geologic history is discussed in paragraph 2.5.1.1.2. This history consists of important episodes of Paleozoic orogeny, more modest tensional tectonism in the early Mesozoic resulting in Triassic basins and subsequent diabasic intrusions, and essential quiescence since the deposition of the Cretaceous sediments in the coastal plain. Some regional epeirogenic upwarping and arching during the late Eocene ended before Miocene deposition about 25,000,000 years ago.

The Pleistocene and recent history of the site region is largely represented by erosion of the southern Aopalachian

(~N provinces.and flood plain deposition and valley fill associated

(_) predominantly with the rivers and larger streams in the Atlantic Coastal Plain province.

In addition to the larger scale regional physiographic provinces and small scale Triacsic basins, the Belair fault has been noted in recent studies as a geologic structure of

.possible interest for evaluations of vibratory ground motion.

This fault zone is discussed in paragraph 2.5.1.1.4.1. The most recent investigation of this fault zone 8188 concludes that the last episode of movement occurred sometime within the last 60,000,000 years but prior to 23,000 to 2000 years ago. No intermediate age strata have been found that would previde a A. more definitive date'of the last movement of the fault.

./

.2.5.2.3 Correlation of Earthquake Activity with Geologic Structures or Tectonic Provinces-With the exception of the Charleston-Summerville area,

' ,/') seismicity of the site region is generally diffuse. There have A._,/ _been no definite correlations between earthquake epicenters and geologic structures. Except for the Belair fault zone, all faults within 200 miles of:the VEGP site are demonstrably not capable, having last moved in the early Mesozoic or even earlier. .The evidence on the Belair fault zone is inconclusive

'as' discussed in paragraphs 2.5.1.1.4.1 and 2.5.2.2.

(~))

x, 'although lack of movement in the last 35,000 years has not been However, 2.5.2-5 L

7 _ _ _ _ _ - - _ _ _ _ - - - - - - -

VEGP-FSAR-2 l

absolutely demonstrated, there is no correlation of any macroseismicity with this fault, and the general tectonic quiescence of the region argues against its likely significance. In a recent consideration,' it was concluded that the Belair fault zone is not a capable fault within the l7 meaning of Appendix A to 10 CFR 100, section 3(g). This I convention is followed in this study.

During the months of March through August 1982, further studies were made to determine the existence and capability of the &

postulated Millett Fault introduced in an open-file United W States Geological Survey report.' No evidence was found in support of the existence of any fault in the region designated by the report. Details of the study can be found in a report entitled Studies of Postulated Millett Fault.'

Thus, for the purpose of vibratory ground motion at the VEGP site, historic earthquake activity is most logically correlated with tectonic provinces. Within 200 miles of the site, four distinct tectonic provinces are traditionally recognized.

These are the Valley and Ridge, Blue Ridge, and Piedmont provinces of the Southern Appalachian Mountains and the Atlantic Coastal Plain province. The boundaries of these provincca in the site region are shown on figure 2.5.1-8. l7 In this report, the southern Appalachian Mountains provinces are treated as a single region. This usage is for convenience only and is not intended to imply that the distinct Valley and Ridge, Blue Ridge, and Piedmont tectonic provinces, in general, should be considered as a single unit. However, such a usage is adequate within the narrow context of the assumptions employed to determine design vibratory ground motion at VEGF.

This point is discussed in paragraph 2.5.2.4. In this report, these three tectonic provinces are called, collectively, the Southern Appalachian Mountains Region.

The Southern Appalachian Mountains Region so defined is bounded on the east, southeast, and south by the fall line and the h Atlantic Coastal Plain tectonic province. On the northwest, it is bounded by the Cumberland and Allegheny Plateaus. On the northeast, along structural trend, geologic and noismic dis-criminates are more tenuous. Here this boundary is chosen to include northern Pennsylvania, northern New Jersey, and southernmost New York State and to exclude the Appalachians north of this area. The outline of the Southern Appalachian lll Mountains Region in the site region is shown in figure 2.5.2-1.

This area is a region of consistent northeast-southwest struc-tural trends. As may be seen in figure 2.5.2-1, epicenters in this area are irregularly distributed, with concentrations in northeast Georgia, northwest South Carolina, and eastern Tennessee in the site region and in Virginia farther to the llh 2.5.2-6 Amend. 7 5/84 l_

J s

VEGP-FSAR-2 eration to intensity on a variety of foundations,'88 intensity VII-VIII is associated with approximately 0.2 g peak horizontal acceleration. This relationship is appropriate for sites near the zone of energy release or for sites where 1 3 is not much less than I o. This is the case for the Atlantic Coastal Plain maximum credible event and approximately the case for the Southern Appalachian Mountains maximum credible event.

This condition is not well realized for the Charleston-Summerville seismic zone maximum credible event. Since accel-eration attenuates more rapidly than intensity, the use of the

.~'

~/ empirical relationships noted above is probably very conservative in this case. However, the larger Charleston earthquake is likely to be richer in low frequency qround motion at the site than the other design earthquakes. Thus, for conservatism a single design response spectrum is proposed to define site SSE ground motion. This ground motion is defined in terms of Regulatory Guide 1.60 horizontal and vertical design response spectra' normalized to a peak ground acceleration of 0.20 g. Those spectra are shown in section ?.7.

l7

.,_ 2.5.2.7 pperating Basis __ Earthquake (OBEl As discussed in paragraph 2.5.2.1, the most recent best evidence indicates that the maximum historical intensity at the site was VI, associated with the Charleston earthquake of 1886.

A less finely detailed study of attenuation of intensity from that earthquako would indicate a somewhat 5 Agher intensity should be expected at the site.

OBE intensity of VII is adopted.

For additional conservatism an Using the intensity / accel-eration relationships noted in paragraph 2.5.2.6, this intensity is associated with a peak horizor.tal ground surface acceleration on average foundation condition and near the zone of energy release of approximately 0.12 g. This accoloration, and spectre of identical form as those characterized in para-graph 2.5.2.6, are used to define the OBE ground motion at the site and are chown in section 3.7.

A probabilistic estimate of the occurrence of the OBE accelera- l7 tion at the site during its 40-year operating life may be mado based on the work of Algarmisson and Perkins.'8 This study shows that the site accoloration with a 90-percent chance of nonexceedence in a 50-year interval is about 0.10 to 0.11 g.

Assuming, as is implicit in thin characterization, that earthquches occur as a Poincon point procosa, thin in equiva-lent to cotimating an 8-porcent chance of occurrence of a nito acceleration exceeding 0.10 to 0.11 g during the 40-year operat-ing life of the plant.

thereforo, comewhat lossThe thanchance thin. of excooding the 0.12 g OBE in, 2.5.2-11 Amend. 7 5/84

VEGP-FSAR-2 REFERENCES

1. Wood, H. O., and Neumann, F., " Modified Mercalli Intrnsity Scale of 1931," Bulletin of the Seismological Society _of America 21, No. 4, pp 277-283, 1931.

2. Richter, C. F., Elementary _Seinmology, W. H. Freeman and Company, San Francisco, California, p 768, 1958.

3. Coffmann, J. L., and von Hake, C. A., ed, Earthquaje History of the Un_ited Sta_ ten, U.S. Department of C-mmerce, Publication 41-1, Revised Edition, U.S. Government Printing Office, Washington, D.C., p 208, 1973.

4. Bollinger, G. A., "A Catalog of Southeactern United States Earthquakes, 1754 through 1974, Research Division Bulletin 101, Virginia Polytechnic Institute and State University, Department of Geological Sciences, Blacksburg, Virginia, p 68, 1975.

5. U.S. Department of Commerce, United Staten Earthrtuaken 1928-1976, U.S. Government Printing Office, Wash..ngton, D.C., annual publication.

6. Dutton, C. E., "The Charleston Earthquake of August *1, O 1886," Ninth Annual R epo r_t , U.S. Geological Survey, U.S.

Government Printing Office, Washington, D.C. pp 203-528, 1889.

7. Bollinger, G. A., " Reinterpretation of the Intensity Data for the 1886 Charicaton, South Carolina, Earthquake," U.S.

Geological Survey, Profeccional Pacer 1028-B, U.S.

Government Printing Office, Washington, D.C., pp 17-32, 1977.

8. Bollinger, G. A., "Seicmicity of the Southeastern United Statec," Bulletin of the Seinmological Society of America 63, pp 1785-1808, October 1973. llh

9. Long, L. T., "The South Carolina Earthquake of February 3, 1971," Ea_rt.hquake Notes 43, pp 13-17, June 1972.

10. Stover, C. W., Simon, R. B., and Pernon, W. J.,

"Earthquaken in the United Stateo, July-September 1974,"

U.S. Geological Survey, Circular 723-C, U.S. Government Printing Office, Wanhington, D.C., 1976.

11. Long, L. T., and Guinn, S. A., "The Dalton, Georgia Earthquake of Februnty 4, 1976," Earthquako Noten 47, p 5, October-December 1976. h 2.5.2-12

l

,r 3 VEGP-FSAR-2

~]

2.5.3 SURFACE FAULTING No evidence of surface faulting has been uncovered in the site

(^}

\ ,/

area. Detailed stratigraphic study and mapping of the excavations for Category 1 structures are discussed in paragraph 2.5.1.2.2. Mappable lithologic units may be traced unbroken around the perimeter of the excavations, demonstrating the absence of faulting. The 5-mile-radius site investigation showed no evidence of surface displacement that might localize r-}

earthquakes in the immediate vicinity of the site. This region has been relatively stable for a considerable length of time, and known faults in the Piedmont province to the west and the Triassic basin underlying the site are inactive. The geology of this area is discussed fully in paragraph ~2.5.1.2.

2.5.3.1 Geologic Conditions of the Site The lithologic, stratigraphic, and structural geologic conditions of the site are presented in paragraphs 2.5.1.2.2 and 2.5.1.2.3. Regional, local, site, and site excavation geologic maps are shown in figures 2.5.1-8, 2.5.1-12, 2.5.1-13, and 2.5.1-23, respectively. The regional geology and geologic history are discussed in paragraph 2.5.1.1.

2.5.3.2 Evidence of Fault offset The area within 5 miles of the site is not associated with known or suspected faulting. Geologic sections throughout the site and power block area, which are based on data obtained from field mapping, exploration borings, and mapping of the foundation excavation, reveal no evidence for the existence of any fault offset at the site (figures 2.5.1-12, 2.5.1-13, and 2.5.1-23),

2.5.3.3 Earthquakes Associated with Capable Faults (V~)

There are no known capable faults within 5 miles of the site.

2.5.3.4 Investigations _of Capable Faults x/ Field investigations for this project, including exploratory drilling, field mapping, studies of aerial photography, and geophysical studies, show that no capable faults exist within 5 miles of the site. Reversal of the regional dip northwest of the site has'been investigated and shown to be related to

(~)

(_j depositional and erosional processes, as discussed in paragraph 2.5.1.2.3. Stratigraphic irregularities discovered p 2.5.3-1

VEGP-FSAR-2 during excavation for power block foundation have been studied and shown to be related to depositional and erosional processes, as discussed in paragraph 2.5.1.2.2.2.

2.5.3.5 Correlation of Epicenters with Capable Faults See paragraph 2.5.3.3.

2.5.3.6 Description of Capable Faults No capable faults are known to occur within 5 miles of the site.

2.5.3.7 Zone Requiring Detailed Faulting Investigation In 1982, the U.S. Geological Survey released Open-File Report 82-156, which postulated the existence of two potentially capable faults within 32 miles of VEGP. According to the report, the Millett fault was located approximately 7 miles south of VEGP, while the Statesboro fault was located approximately 32 miles south of VEGP. The report did not assert that either of the faults were capable, but due to their proximity to the site, especially the Millett fault, a full-scale investigation was undertaken to determine exact location and date of last movement.

7 2.5.3.8 Results of Faulting Investigation The investigation of the postulated Millett and Statecboro faults was completed with the conclusion that these faults did not exist within the depths to which the investigation extended and that, if they exist at some depth greater than the investigated depth, then they are not capable faults by virtue of the age of undisturbed overlying sediments. The investigative program is described completely in a separate report entitled, Studies of Postulated Millett Fault, prepared by Bechtel Power Corporation, dated October 1982.

O O

O236V 2.5.3-2 Amend. 7 5/84 L_

./~h VEGP-FSAR-2 RJ 2.5.4 STABILITY OF SdBSURFACE MATERIALS AND FOUNDATIONS ll 2.5.4'.1 Geologic Features

'There is no evidence that the Blue Bluff marl, which is the bearing' stratum, has been subjected to or is potentially subject to subsidence, collapse or uplift due to earthquake, solution processes, or other geological phenomena

' 'N (paragraph 2.5.1.2). Surface materials, comprised of strata

(-

/) which overlie the marl, have been subjected to and are potentially subject to subsidence due to solution processes (paragraph 2.5.1.2). These materials have been completely removed in the power block, and all Category 1 structures in the plant area are founded directly or indirectly on the marl (paragraphs 2.5.1.2.2 and 2.5.1.2.3.3).

l l The geologic history.(paragraph 2.5.1.2.4) indicates that the plant site is located upon an area of regional uplift and has been subjected to subaerial erosion-during Quaternary times.

j The stratigraphic sequence and investigative work l (paragraph 2.5.1.2) indicate approximately 950 ft of i unlithified to poorly lithified sediments resting upon pre-('"'j Cretaceous basement rock. -Rebound in the marl, the l7 v bearing stratum has been monitored and is discussed in paragraph 2.5.4.10.

The surface of the shallow (unconfined) ground water table historically has been approximately el 160 ft. The mari, which j is the bearing stratum, is essentially impermeable and is an j

effective aquiclude comprising the base of the ground water table and.the cap of a confined aquifer. The hydrostatic surface elevation of the confined aquifer is approximately 115 ft.

[ There are no deformational zones, irregular weathering, jointing or fracturing system's, crushed zones, or other

() - indications of' structural weakness'in the marl which is the bearing stratum (paragraphs 2.5.1.2.3 and 2.5.1.2.8).

-There are no materials at the site that are hazardous or may become hazardous due to lack of induration or consolidation, variability, high water content, solubility,.or undesirable (7_)

- response to natural or induced conditions.

v 1

2.5.4.2 Properties of Subsurface Materials The subsurface conditions in'the plant site may.be subdivided

[yJ into three principal strata. The top stratum consists of S/ sands, silty. sands, and' clayey sands with occasional clay 2.5.4 1 1 Amend. 7 5/84

l VEGP-FSAR-2 seams. This stratum, referred to hereinafter as the upper sand stratum (Barnwell Group), is about 90 ft thick. At the base of the upper sand stratum is a shelly limestone (Utley Limestone) which is about 5 ft thick on an average. Below the upper sand stratum is a stratum consisting of a very hard calcareous clay h

marl (Blue Bluff marl), ranging in thickness from 60 to 100 ft.

This stratum is referred to as the marl bearing stratum. The 7 stratum beneath the marl bearing stratum consists principally of dense, coarse to fine sand with minor interbedded silty clay and clayey silt. This unit (Ellenton Formation) is called the lower sand stratum. The thickness of this stratum is estimated to be h

at least 750 ft.

Based on the results of the site exploration, it was determined that the upper sand stratum would have a potential tor liquefaction in the event of a seismic occurrence equivalent to the safe shutdown earthquake (SSE). It was also determined that the shelly liment<ne layer is characterized by solution channels, cracks, and uiscontinuities within it. . Consequently, it was concluded that the upper sand stratum materials and the shelly limestone layer should be excavated down to the marl bearing stratum and replaced with select sand and silty sand backfill compacted to a sufficient degree to preclude the possibility of liquefaction and to reduce settlement to a 7 tolerable level. With the exception of the auxiliary building, nuclear settice cooling water towers, and instrumentation cavity of the containment which are founded on the marl bearing stratum, all the power block structures including the containment basemat and the non-Category 1 turbine building are supported on Category 1 backfill. The location of these structures is shown in figure 1.2.2-1. Compacted fill and marl foundations are indicated in figure 2.5.4-1.

The static and dynamic engineering properties of the three principal soil strata and for compacted Category 1 backfill were determined by field investigation and laboratory testing.

The results of all the field and laboratory work and data evaluation are covered in five separate reports.**~5' A discussion and summary of the static and dynamic soil properties cf the upper sand, marl, and lower sand strata l7 are presented in paragraphs 2.5.4.2.1, 2.5.4.2.2, and 2.5.4.2.3, respectively. The static and dynamic soil properties of compacted Category 1 backfill are summarized and discussed separately in paragraph 2.5.4.5.2.

2.5.4.2.1 Properties of Upper Sand Stratum (Barnwell Group)

The static engineering properties of the upper sand stratum are summarized in table 2.5.4-1. A range of values is given for most properties. The standard penetration test data indicate 2.5.4-2 Amend. 7 5/84

VEGP-FSAR-2 that the relativo density of the upper sand stratum in extremely variable and rangua from very locao to donno. The consistency of the clay lences in this stratum rangen from aoft to medium. Unconcolidated undrained triaxial test results from samples in this otratum indicate that the Mohr otrength envelope of total stresses may be defined by paramotora ranging from about c=2100 lb/ft 8, (=6 to c=440 lb/ft', f=32 depending upon the predominance of clay or cand.

Similarly, consolidated undrained trinxial tant resulto ranged from c=1650 lb/ft', 4=17 to c=4000 lb/ft8, 9=25* for the Mohr atrongth onvelope of total stroscos and from 4=33' to e=34.5 for the Mohr attungth envelope of of fectivo otrosoon.

The design proportion shown in tablo 2.5.4-2 woro developed from the static engineering proportion nummarized in tablo 2.5.4-1.

The test data and the procedurou used to obtain thoco data are included in reference 1 and its appendicon.

A nummary of the donign dynamic nhone modulun at otrain lovoin o f 10 -6 percent or lower for the upper cand otratum in given in

^

tablo 2.5.4-3. The basic proportion of tho upper nand utratum to Le unod in dynamic analycon are nummarized in tablo 2.5.4-4.

' Values of the dynamic chonr rodulun are computod from in nitu nhear wavo velocity moanurorents ao follows: ~ ~ ~ ~ ~

G = J_( V3 ) 8 g 7 whoro:

G = nhone modulun (1b/ft8).

T = unit weight (lb/ft 8).

g = accoloration duo to gravity (ft/n 8).

V, = nhonr wavo volocity (ft/n).

2.5.4.2.2 Proportion of Marl lloaring Stratum (illuo illuf f Marl)

The marl bonring stratum in n zono of hard, nlightly nondy,* /

comented, calcarcoun clay. It 1,tho uppermont ntratum capable of nupporting honvy ntructural loadn. Connintnncy of the marl varion from hard to vory hard, modorntoly brittlo material renombling a calcarnoun niltatono or clayntono.

Seinmic explorations indicato n velocity intorfaco 2.5.4-3 Amend. 7 5/04

VEGP-FSAR-2 about 15 ft boloi the top of the atratum. The material below that levol han a comprencional wave velocity approaching 7000 ft/s au compared to about 5000 ft/c for the upper portion of the otratum. Thin in probably due to como degree of wonthoring of the upper 15 ft. The ntatic engineering proportion of the clay marl bearing stratum are nummarized in tablo 2.5.4-1. Rangen of value aro given for the most important proportion.

The ntandard ponotration tont valuon range from 10 blown /ft in the weathered marl at the contact with the shell zono to well in oxconu of 100 blowa/ft. Tho unconnolidated undrained ahoar otrongth baced on ono-point tonto ranged from c=260 lb/ft 8 to c=500,000 lb/ft8, with 10,000 lb/ft' being the value adopted for donign. Sampton that yiold undrained ntrongtha loan than 10,000 lb/ft 8 oxhibit largo ntrains to failure which normally indicato camplo dinturbance in brittle matorinin of thin typo.

Laboratory toeta indicato that the marl bearing stratum in l7 highly proconsolidated. Atterborg limit touts indicate that the planticity indox in betwoon 2 and 70 porcent. Uning an averago of 25 porcont thin would yield a Su/p ratio of about 0.2 bancd on work by Skompton, whero Su in the undrained nhonr otrongth and p in tho offectivo consolidation prennuro at g

namplo dopth. Thin indicaton that the proconnolidation preenuro would bo 00 h/ft 8 for the averaqo undrained chear ntrongth of 16.0 h/ft'. Tho averngo undrained strength in taken to be the avorngo of all nampion which failed at ntrenelthn loan than 50 k/ft8 With nuch n high proconnolidntion prennuro it would bo:oxpocted that nottlemento undnr structurn landn would be nmall and would occur rapidly an Lond in applied. The donign proportion chown in tablo 2.5.4-2 woro develor,d frem the data nummarized in tablo 2.5.4-1.

The basic tont data and proceduron unod to obtnin thono data are containod in rotorence 1 and ito appondixon.

Tho undrained aboar ntrongth of the marl boaring ntratum l/ O was vorified after completion of the power block excavationn by tanting reproanntativo coron. The ronultn of theao tonta are includod in 'oforenco 2. 't ho n o tent ronulta vorified that the rocommundod a rtyn ntronyth paramotor of cn10,000 lb/ft',

eO" in approprintoly connorvativo. Actually, the averago undrainod nhoar ntronath of all coro enmplen that fallod was approximat oly 20 k/f t' and tto lowont moanured value won 11.7 h/ft'. Thoroforo,During all namploo tonted oxconded the donign tho exca/ntion the henvo of the ntrongth of 10 h/ft'.

marl atratum wan obnorved and rncorded.  !!onvo valuon woro monnured at nino difforont locationn within the power block nroa. Thono data aro includod in reforenco 2. An averngo g

henvo of approximatoly 1.?S in, wan moanured in the powor block 2.5.4-4 Amond. 7 5/84

~

VEGP-FSAR-2 v

2.5.4.3.2 Backfill For a summary of backfill exploration refer to paragraph 3 2.5.4.5.2.2.

(V 2.5.4.4 Geophysical Surveys Geophysical seismic refraction and cross-hole surveys were

(~T conducted at the site to evaluate the occurrence and

(_) characteristics of subsurface materials. The seismic refraction survey was used to determine depths to seismic discontinuities, based on measured compressional wave velocities. Shallow and deep refraction profiles were obtained throughout the site area, totaling 28,400 and 5000 linear ft, respectively. The cross-hole seismic survey was conducted in the power block area to determine in situ velocity data for both compression and shear waves to a depth of 290 ft (82 ft below sea level) in bore holes 136, 146G, 148, 149, 151, anc 154. In this procedure, three-dimensional detectors were lowered into four of the bore holes to equal elevation levels.

Energy was generated in a fifth bore hole, at the same elevation level, to determine cross-hole velocities.

l

t

/~N

(_s; The locations of the seismic survey lines, the borings used for cross-hole velocity measurements, and the seinmic profiles are shown in figure 2.5.4-2. Table 2.5.4-5 is the compilation of the results of the cross-hole measurements. The seismic velocity zones are summarized and related to other data in table 2.5.4-6. These data were used in determining the elastic l roduli, compiled in table 2.5.4-7.

2.5.4.5 Excavation and Backfill 2.5.4.5.1 Excavation

( ,) '

\' The natural ground surface in the plant area varied between el 200 and 230 ft. The power block area was excavated and graded to an elevation of approximately 130 to 135 ft near the top of the marl bearing stratum which is the clayey marl of the Blue Bluff Member of the Lisbon Formation. In the following

(

\/

') and previous discussions, this is called the marl or the clay marl bearing stratum. The excavation for the power block structures at the VEGP site is roughly square in shape; there are three access ramps, one each in the northwest, southeast, and southwest corners of the excavation. It measures approximately 1400 ft on an edge at the top and 1000 ft on an

[,} '

edge at the toe. The side slopen were cut at a gradient of two N

horizontal to one vertical. The total excavated volume in the 2.5.4-7

r-VEGP-FSAR-2 power block was approximately 5,000,000 yd' including the access ramp. Figure 2.5.1-23 is a geologic map of the l3 excavation as of 1977, before access roads were completed.

Within the excavation, a deeper localized excavation was made for the auxiliary building basement (figure 2.5.1-28). This consisted of a rectangular area measuring approximately 120 ft by 440 ft. The base of this excavation was at approximately el 108 ft, and the walls were cut vertically, with a horizontal bench at el 118 ft. The four nuclear service cooling water towers are founded directly on the marl just south of the auxiliary building. The other major power block structures are founded on structural backfill at elevations above the floor of the excavation.

Excavation work was started in May 1974 and postponed on September 12, 1974. The bottom elevation of the excavation averaged approximately 145 ft at this time and close to 900,000 yd' of excavation remained. The excavation work was resumed in February 1977 and the auxiliary building excavation was bottomed out in October 1977.

As excavation progressed, the exposed materials were geologically mapped (figure 2.5.1-23), including the deeper localized excavation for the auxiliary building (figures 2.5.1-24 and 2.5.1-25). A discussion of the mapping l7 is presented in paragraph 2.5.4.5.1.2.

2.5.4.5.1.1 Excavation Procedures. Excavation work started and progressed very rapidly using scrapers and bulldozers in the upper sands (above the water table) which are at about el 160 ft. Very little, if any, ripping was required because of the sandy nature of the deposits; a maximum rate of 120,000 yd'/ day was attained at the peak of activity. Upon reaching the water table, construction dewatering was begun. The site ground water conditions are discussed in detail in subsection 2.4.12. The procedures utilized during excavation for construction dewatering are discussed in paragraph lh 2.4.12.1.3.1.

When the excavation reached the zones of hard shell-rich limestone described earlier (Utley Limestone), limited blasting of the rock was utilized to facilitate its removal. Since the shell-rich limestone was immediately above the marl, it was fh necessary to control any required blasting in such a manner as a to protect the underlying marl (marl bearing stratum) from l7 damage. The major portion of the rock was removed by first breaking it with a hydraulic ram mounted on a backhoe, then loading it out with conventional equipment.

lh Amend. 3 1/84 2.5.4-8 Amend. 7 5/84 L

i VEGP-ESAR-2

()

's /

Excavation of the' marl was accomplished by ripping, followed by '

conventional earth moving. The auxiliary building basement excavation was s t with bulldozers and front-end loaders.

Trimming of the walls was accomplished with a backhoe. Some of g-w)

(_ the hard, indurated limestone layers within the marl were first broken with the backhoe-mounted hydraulic ram, then removed by front-end loader. Eine grading of the floor of the power block was accomplished with motor graders in areas underlying future structural backfill and with Gradalls in the nuclear service cooling water tower foundation areas. In the foundation areas,

'O l

shovels and air hoses were used for cleanup of loose material.

l l

2.5.4.5.1.2 Geologic Mapping Procedures. The geologic mapping and recording of features exposed during excavation are r described in the Bechtel Report of Geology and Foundation Conditions (appendix 2B.3). The mapping entailed these phases:

A. Detailed mapping of deposits above the marl; May 1974 to October 1974, i t

B. Detailed mapping of features within the marl and surveying of the upper contact of the marl; rg February 1977 to October 1977.

G C. Detailed inspection-and recording of areas in the marl approved for placement of concrete or backfill; >

June 1977 to January 1979.

The first phase of mapping was performed in conjunction with the excavation of the sediments above the marl. Features were located in the side slopes of the excavation as the bottom elevation was progressively lowered. The side slopes were cut at a gradient of two horizontal to one vertical, and survey stakes were installed on a grid pattern on the slopes. (

' Locations.of geologic features were measured by tape and hand-  ;

level methods using the slope stakes as reference points. i Accuracy of these measurements is estimated to be within l L N.

jJ) 0.5 ft. Mapping of the 2:1 slopes was recorded in plan on a-  !

base map compiled from the project excavation drawings and is shown in figure 2.5.1-23.  !

The second phase of mapping was accomplished as the marl was exposed and prepared for placement of concrete and backfill.

l I

](/ To demonstrate the absence of faulting in the marl, the contact between the marl and the overlying sediments was mapped 7

and recorded with survey accuracy around the perimeter of the '

excavation. Five hundred seventy-five survey points were

. ' , established by the geologists along this contact and these points.were located instrumentally. The nature of the

()N

(_ contact between the points was examined closely for i continuity-and absence of breaks. The contact is shown in 2.5.4-9 Amend. 7 5/84 l w - . . _ _ _ _ - - _ _ _ __ _ - _ _ _ - _ - - - _ _ _ _ _ _

VEJP-FSAR-2 plan view in figure 2.5.1-23, and the details of the curvey results are shown in both plan and section in figuroa 2.5.1-26 and 2.5.1-27.

In addition to examining the upper contact, features within the O

marl were examined and recorded. The deep excavation for the auxiliary building basement, within the larger power block excavation, provided an excellent opportunity for this. The sides of the excavation exposed a vertical section of approximately 22 ft in height in the marl. A cfotem of reference points was establiched on the walle of the excavation llh and stations were establiched for the purpose of doccribing locations of featurca. The stationing system adopted is nhown in figure 2.5.1-28. The mapping was recordad in the vertical plano and in presented as geologic sections in figure 2.5.1-24.

An explanation of geologic unita uced for mapping purposen in shown in figure 2.5.1-24 (cheet 7). By referring to figure 2.5.1-28, the location of any section can be casily ascertained. Measurements woro mado by tapo and hand-level methods on the excavation walla. Accuracy in generally within l7 0.1 ft.

The third phase of geologic mapping concinted of detailed inspection and photography of foundation arcan rathor than mapping in a strict so.9se. This effort uan initiated in June 1977 when the first portion of the auxiliary building basemat excavation (vertical surface) waa cleaned off at final grade and prepared for application of a protectivo naal.

Inapection and approval of final grado in the marl han boon documented and transmitted from the inupocting Dochtel l7 geologists to GPC.

2.5.4.5.1.3 Construc_ tion _Dowatering. A discunnion of construction dewatering in contained in paragraph 2.4.12.1.3.3.1.

During the early stagon of O

2.5.4.5.1.4 Slope Protection.

excavation, intenne rainfall caused crosion of the 2:1 aido l7 alopes of the power block excavation. The uncemented sando above the marl were eroded, renulting in dooply incined gullies in some areno. Thoso gullion woro backfilled with the nativo coil material, and local areas of the slope woro regraded. One such area is anon on the geologic map (figure 2.5.1-23) in the upper part of the cast olepo betwoon stations N83+00 and N84+00. Another larger area existo in the south slope of the accoor ramp east of station E100+00. After regrading the oroded arena, berms woto conotructed around the topo of the slopes to control runoff. The surfacon of the slopen were sprayed with the chemicel ntabilizing agent 2.5.4-10 Amend. 7 5/84

VEGP-FSAR-2 Petroset, a colorleso liquid which nota up and tenda to bend the nand grains together. Thone moacuran proved to be generally succocaful in controlling furthur oronion.

After resumption of excavation work in 1977, oronion problemn further down the slopen woro encountered duo to conpage of the porchod ground water out of the alopen. Since ntabilizing agents were expected to be inoffectivo under thone conditions, the lower portionn of the slopun woro blankoted with a transition zone and covered with riprap to improvo stability.

At the base of thu uppor unnd stratum whero the 2:1 nlopos intornocted a limentono aholl bod (Utley Limentono in figure 2.5.1-22), noveral cavition of varying nico woro exposed in the slopen. The inrqaat of thoco existed in the northwont corner of the power block and had an opening mancuring 10 ft by 10 ft. This cavity extended back into the ulopo uomo 30 ft before narrowing down to a tmall nino. Other nmall cavition worn encountered at varying intervnin all along the north nido of the power block oxcavation. It wan noconnary to fill thone cavition no that an offectivo buttroon would be formed against which the futuro ntructural backfill could bo pinced and

~

compacted. The cavition woro first clonned of loono dobria, 3 then backfilled with crunhed rock (Georgin Stato Standard No. 467). The cruohod rock wnn packed into the cavition by monna of a 20-f t-long rr.m attached to tho bindo of a bulldozor. l7 The largo cavity in the northwest cornor wnn offectively filled l An this manner to at least a dintanco of 25 ft back of the entranco.

To rotard crocion of temporary niopon in Category 1 backfill placed in the power block oxcavation, thono alopon woro aprnyod with a commercini compound known by tho trado namo Ginanroot.

It consists of a glano fibor material which in uprayod onto the slopo, than coated with a film of anphalt emulnion. Other monsuron which also proved to bo offectivo in controlling eronion of the compacted nandy backfill included the uno of gunito, plastic shooting, and annd bagn.

2.5.4.5.1.5 Foundation C1nanup and Protection. An montioned previously, th5"Illiih 'illiif f marl (marl bonring ntratum) at l7

^ finni grado in foundation nronn wan exponed using either a 3 motor grador or Gradall. Loooo matorial was than romovod by nhovol, broom, and air hono. On the vortical walin of the auxiliary building excavation, finni trim to nont lino wan accomplinhed with a backhoo followod by pick and shovol and air hono techniquon.

2.5.4-11 Amund. 7 5/04

r e VEGP-ESAR-2 In all canon where finni graoo wan exposed and cleaned of f , tho mari nurfaco had to be covered in a manner approved by tho goologint within 24 h of oxpocuro. On hori:.ontal nurf acon the marl wan covered oithar by ntructural backfill, a qunito protective layer, or a lean conernto mudmat doponding on whether the particult.r t.rea exponed wan in n foundation or backfill area. Tho .-ortical walin of the auxiliary building banomort excavat:an vorr- coated with a 4-in.-thick layer of gunito reinforced with widod wiro menh.

In como canon, temporary cona m auch on loono noil or pinntic chooting woro employed when tr.o permanont covor matorint could not bo appliud within the 24-h limit. In all canon tho temporary cover proceduro waa approved by otther tho gnologint or the GPC in4poetor.  !!oforn placing tho pormanont cover matorial in any foundation arna, tho marl wan innpnctod and approvnd by tho qoologint or noiln engincur in accordanco with proncribod proceduron. l7 2.5.4.5.1.6 Fouwlation Innpncti.on and Approval Procoduron.

All aroan of marl (Bluo Blutt marl) oxponad nnd clonned off in preparation for placement of concrote or backfill worn examinod clonoly for any nvidence of loono or noft :*onon, geologic I diacontinuition, or ununual goologic featuron. Attor l confirming tho abnonce of nuch fonturon, tho innpoeting geologint photographod and npprovod tho excavatod foundation Aron and documentud the approval on n npocial form. Tho photographn and appro"n1 documentn are part of the potmanont prejoet, recordn.

2.5.4.5.1.7 Foundation Tnnting. During tho gonnral gnologic mapping of the mari nnd other innpoe ti ng f unc t.ionn, a program of coring and tunting nampion of thn marl wan conducted to confirm the matorial proportion unod f or donign. Tho coring and nampling oporation wan porformnd under tho direction of n ,

Dochtol goologint and a GPC innpoctor, and tho tent annignmontn I woro mado by tho Bochtol foundation nnyinnor.

A total of 30 corn holon and ofinot. rnplacemont coro holon woro drilled by the rotary mothod in tho floor of the powor block oxenvntion at 29 locationn nelncted by the gnologint. Tho holo locations nro nhown in figuro 2.S.1-23. tho marl unn corod to dopthn batwoon 4 nnd 11 ft bononth tho tinnt exenvntad grado.

hi I

Solected nampion of 4-in.-dinmotor corn woro intielled and pincod in woodon boxon for permanent ntorago at the nito. Darnplo n 7 nolected for labora tory t ent ing worn wrapped in collophano, nualed with wax, and placed in npoeial boxon for trannportation to the labora tor ion of I.1;TCO in At.lanta. h 2.'s.4-12 Amend. 7 $/04

y- .

VEGl'- FS A R- 2 The renultu of the tenting program are dancunnod in paragraph 2.5.4.2.2.

2.5.4.5.2 Itac).J i l l Compacted backfill in pinced in the powor block aron from the top of the marl otratum at approximatoly ul 130 ft to tho

-, donign olevation for onch ntructuro. The plant grado olevation

( i V

in at 219 ft 6 in. or bolow. Tho nux111nry building and nucione norvice cooling watnr townrn, containment inntrumentation l/

envity, and radwneto solidification building nro cupported directly on the marl utratum. The othor nafoty-rointed powor block structuron arn nurported on compacted backf111. Tho foundation olevations of thono ntructuron ato 91vnn in tablo 3 . 7 . 11 . 1 - 2 . The rarlwnnte nolidification building foundation l7 consinta of Intgo diamator drilled eninnonn oMtonding into tho marl ntratum.

With the oxenption of nn nrna north of thn turbino building and i.n localized aronn around nonnafoty-related burind piping abovo g the water table, all backfill in thn power block arna in

,, compacted to an avornye of 97 porennt of tho maximum donuity

) dntorminod by American Socinty of Tonting Motorinta (ASTM) D 1557, with no tontn below 93 porcont and not moro than 10 porennt of tho tontn bntwa<n 95 and 93 porcont. A procedurn to a nehievn the required dnyron of compactier wan dovaloped in n l7 tout fill program. Tho ronultn of the tont. fill proarnm nrn dincunned $n parnyrnph 2.5.4.5.2.7 nnd prononted in lotn11 61n rnfornnco /.

The ornn north of tho turbino Iu11 ding wan comt,nctod to an averayo of 95 porcnnt of tho mnximum donnity untormined by ASTM l4 l1 D 155'l with not morn than 10 porcent of tontn botwoon 93 and 95 porcnnt and no tont bolow 93 porennt. Tho ntatic ntal111ty and 11guntaction analynon (parnyrnphn 2.5.4.0 and 2.5.4.10) woro performnd for the cann whorn the pownr block backfill wan connumnd compactod to 97-portont rnintivo compaction. A 95-porcont relativo compaction for tho arna north of the turbino ll building bntwnnn 91 105.5 to 219.S ft han no ottoct on nataty rointnd structuron, ninen no Catoyory 1 ntructuran roly on t hin motorint for n lond bonring foundation. The intoyrity o

of tho turbino building dnnign in nut affocted bncauho thn nran doon not projnct bolow tho bottom of tho building and donn not provido f oundation nuppor t for tho turbinn building, f:inen the nrna north of tho turbina building in nwny from Catngory 1 ntructurno and rnpronnnth innn than 10 pniennt of tho total powar block bntkrill, thn f actor of unfnt y nyninnt liquninction

, in not ntfnctnd.

Amand. 4 2/H4 2.5.4-13 Amond, 7 5/04

VEGP-F3AR-2 The loen11:ed aron around nonsafety-rointed buried piping and nimilar conduite in compacted with c,ncroto nand or other r: ands with nimilar proportion to an average of 95 porcont of maximum donnity dotormined by ASTM D 15S7, with no tonto below 93 porcent and not moro than 10 porcent of tho tentn between 93 and 95 porcont, unlonn compacted to an avorngo of 97 porcont using Category 1 backfill ne dofinod below for nafety-rolated piping.

Typically, thin localizod nron conninto of backfill 3 ft above, 1 ft bolow, and a maximum of S ft on either nido of nonnafety-related buried piping or nimilar conduit:1. Only a few porcent g of the total powor block backfill utilicos thin compaction w critorin. Ali nuch aronn nro located nbove tho wator tablo so that the factor of nafoty againnt liquofaction in not affected.

Sand compacted to an avorngo of 95 porcont in the limited nron; nround piping and nimilar conduitn will not affect the ntructurnt integrity of any Catogory 1 ntructuron. Sand cortpncted to an ,vornqu of 95 porcont will havo utatic and clynomic proportion consintent with thoue proportion nonumod for dentyn of power block ntructuron a nti piping. A utatic cono 4 ponotromotor ronding of 200 in unod to docido on tho adoquacy of concroto nand or other nandn with nimilar proportion betwoon and below nonunf oty-rointent piping in aronn whorn constrained accoon provonto tho uno of the nond cono tont..

Tranchne containtny unfoty-rointed piping or nimilar condutto are backt111ml by pincing lean concrote to the bottom of the p i 1> = to prvvid9 continuout nupport, nr.d backfilling with Catogory 1 backfill, uning wooden tamporn, hand-hold power tamporn, or ,

hand-hold vibratory compactorn no requirod. Uno of thono mothodn producon an avorngo compaction of at lonnt 97 porcont of tho rnaximum dry donnity dotnrminod in accordance with ASTM D 1557, with no tonto below 93 porcent and not more than 10 porcent of the tontn betwann 93 nnd 95 potcant. Category 1 bachti11 rnator;al cortpactati betwaan and tramodintoly around pipon han a finou contont below 10 porcont. Static cono penotromotor rondinyn devnloped from corraintion with onnd cono tonto aro urod to docida on tho adequncy of the cortpaction in nronn whorn conntrainod necomn provants tho uno of tha nnnd cono tent. h hann concreto i t, unod to backfill Icenlized nrano whare pl..cnnunt of backfill mntonint it impractical.

O O

2.L.4-13n Amund. 4 2M4

1

_a-3

(

)< \ VEGP-FSAR-2

'GI In addition, the total quantity of material available in stockpile A was estimated to be approximately 600,000 yd'.

S. Thus, a total quantity of 8,148,000 yd' of Category 1 backfill

'r~) was identified from the aforementioned sources, which was

(,/ considered more than sufficient for backfill requirements.

's W.

A n.

'- L' 2.5.4.5.2.2 Exploration. Field exploration for borrow areas 1, 2, 3, 4, and 5 and stockpiles A and B was accomplished

{]j x_

in early 1977. Subsurface exploration involved test pits excavated to a maximum depth of 25 ft by means of a backhoe. A total of 26, 8, 40, 12, and 3 test pits was excavated and logged in borrow areas 1, 2, 3, 4, and 5, respectively.

Thirty-four test pits were excavated and logged in the two stockpiles. An appropriate number of jar and bulk samples were 7, taken for laboratory testing.

Borrow area 1-A was investigated in the summer of 1978.

, i, Eighteen borings evenly spaced in a grid pattern covering the ft \* area were drilled and logged using a hollow stem auger. The

'I \ borings extended to depths ranging from 13.5 to 66 ft below the existing grade and were terminated at depths below the water table ranging from 0 to 14 ft. Representative soil samples

(~T were obtained at 5-ft intervals and whenever a change in soil O type-occurred.

S (Investigations in borrow area 1-B were performed in June and July 1979. Sixty borings were drilled and logged during this investigation. Holes were advanced using both rotary drilling and auger drilling techniques. The depth of borings ranged from 40.5 to 81.5 ft below existing grade and were terminated i upon reaching'the water table. In most of the borings representative split-spoon soil samples were obtained at 5-ft iintervals. In some borings sampling was done at 2 1/2-ft

' intervals. In addition, bulk samples were obtained, f Logs of all test pits and borings drilled in the borrow areas and stockpiles are contained in references 2, 3, and 4.

M~N-_]/'f. Locations of all test pits and borings are shown in figure 2.5.4-3.

w l

, 74 ; s 2.5.4.5.2.3' Laboratory Testing.

f* In order to classify the

('

) soils in the borrow areas and stockpiles and obtain the static

' uf' i and dynamic engineering properties of compacted backfill, many laboratory tests were performed on samples obtained from the field explorations.

hs, These tests are listed below:

I t.

J l

, 2.5.4-15 m

I VEGP-FSAR-2 e Laboratory classification of soils.

o Grain size distributi on.

e Atterberg limits. O e Moisture content of soil.

e Specific gravity.

e Moisture-density relation.

o Relative density.

e Static consolidated drained triaxial compression.

e Static consolidated undrained triaxial compression.

e Consolidation.

e Stress-controlled consolidated undrained cyclic triaxial.

e Strain-controlled consolidated undrained cyclic h triaxial compression.

e Resonant column.

e Triaxial tests to determine volume changes due to cyclic loading.

Cyclically loaded without permitting drainage.

Cyclically loaded while permitting drainage.

All tests were performed in accordance with applicable ASTM test methods or recognized procedures where no ASTM was l7 available. Details of the test procedures are included in references 2 through 5.

2.5.4.5.2.4 Criteria for Category 1 Backfill Suitabi?.ity.

Soil classification test data obtained in accordance with ASTM D 2487, D 2488, D 1140, D 422, D 423, and D 424 were used to identify materials suitable for use as Category 1 backfill in the borrow areas and stockpiles. Cross-sections were developed based on the classification test data to facilitate selective excavation of acceptable material in the borrow sources. Summaries of classification test data and cross-sections for each borrow source are contained in references 2 through 4.

2.5.4-16 Amend. 7 5/84

.~s VEGP-FSAR-2 uY Thickness of Lift No. of Speed Vibrations Type of Equipment (in.) Passes (ft/ min) 1per min)

,c

(_) Wacker WS-74 6 4 60 3000 Dual Drum Wacker 100 6 2 20 630

~x Ingersoll-Rand SP 24 6 4 60 4000 G

Table 2.5.4-11 summarizes the results of the hand compaction equipment test fill program.

2.5.4.5.2.8 Nonsafety-Related Pipe Trench Backfill in Power Block Area. Trench backfill for nonsafety-related piping in Category 1 fill areas is compacted to an average of 95 percent relative compaction as~ defined in paragraph 2.5.4.5.2. The backfill material used is concrete sand with 2 percent or less fines. The sand is saturated and compacted by internal vibration using concrete vibrators.

4

(~]

(_/

A test fill program was implemented to determine whether the required degree of compaction could be achieved by the vibrated sand method. The resulting data demonstrate that the compaction above, between, and below the pipes meets the required compaction criteria. Results of the test fill program are summarized in reference 17.

2.5.4.5.2.9 Soil-Cement-Flyash Backfill. Plastic backfill consisting of cement, flyash, sand, and water is used as bedding material for Category 2 circulating water lines located in the Category 1 backfill zone north of the turbine building.

Plastic backfill is being used in lieu of compacted sand and l7 silty sand backfill because of the difficulty in obtaining the f) v required compaction around the pipes.

Static and dynamic tests were performed on specimens consisting ,

of different proportions of cement, flyash, sand, and water. l The tests demonstrated that specimens of plastic backfill i tested possess static and dynamic properties comparable to I J,_ ') Category 1 backfill. The properties summarized below are of {

> the plastic backfill that is used. The properties correspond to a plastic backfill mix of 65 lb of cement, 385 lb of flyash, 2586 lb of sand, and 469 lb of water per cubic yard of backfill. 7

,o Amend. 4 2/84 2.5.4-19 Amend. 7 5/84 -

VEGP-FSAR-2 Plastic unit weight 129.2 lb/ft' Slump 5 in.

Air content 3.5 percent O Unconfined compressive strength Average at 7 days 20.7 psi Average at 28 days 30.5 psi Average at 91 days 61.4 psi 7

Dry unit weight Average at 7 days 114.4 lb/ft' Average at 28 days 114.5 lb/ft' Average at 91 days 114.5 lb/ft'

. Moisture content '

l Average at 7 days 14.0 percent Average at 28 days 14.2 percent l

Average at 91 days 14.6 percent Cohesion 2

i Range at approximately 2100-5000 lb/ft*

l 100 days l

i l

l h

O O

Amend. 4 2/84 2.5.4-19a Amend. 7 5/84

1 1

, 1 1 l 5

VEGP-FSAR-2 4

1 i

i 1

i 1

i (This page has intentionally been left blank.) j i

1 i  ;

i i

r

l I

l I

l -

\

9 s l

2.5 4-19b Amend. 4 2/84 w+. .-,-..c .- --,.-.-,-..m. - --.n.w,e--.-.-_ww..,. ..~

VEGP-FSAR-2 Angle of friction Range at approximately 36-48.5 100 days Range of shear modulus at 4200-4400 lb/ft 2 O approximately 100 days, under a confining pressure 7 of 2 ksf for strain level of 10-" percent Range of damping at 2.4-2.6 percent O

approximately 100 days for strain level of 10-*

percent 2.5.4.6 Site Ground Water Conditions Site and regional ground water conditions are discussed in detail in subsection 2.4.12.

Two aquifers underlie the VEGP site. They are hydraulically separated by an aquiclude, identified as the Blue Bluff marl.

Ground water in the aquifer underlying the marl is under artesian conditions, while water table conditions exist in the aquifer overlying the marl. No power block excavations extend through the marl; hence, only the water table aquifer will affect structures.

Recharge to the water table aquifer is primarily by direct infiltration of precipitation. Recharge from adjacent areas is minimal, because the general area of the plant is hydraulically isolated by a deeply incised drainage regime which acts as an interceptor to laterally moving ground water. Upon completion of construction, recharge by infiltration will be reduced by a moderate amount by structures, pavements, and surface drainage systems. Future recharge conditions will thus be such that the g water table is not expected to rise above its highest recorded W 1evel of el 160 ft. Thus, the water table, presently depressed by the power block excavation dewatering system, will be allowed to return to its natural level. Power block structures are designed to accommodate ground water levels exceeding the recorded maximum natural level of el 160 ft; hence, no permanent dewatering system is required.

Prior to excavation the water table in the power block area stood between el 155 and 160 ft. When excavation progressed below this level, significant slope seepage began and temporary 9

2.5.4-20 Amend. 7 5/84

7\ .

VEGP-FSAR-2 U

the river bed, the river will receive water from the aquifer under a hydraulic gradient sloping to the northeast.

gg Immense quantities of ground water are stored in the confined

() aquifer system underlying the region of the VEGP site, and relatively small withdrawals have occurred to date. Although many small communities derive water from wells, the draft on the 7 aquifer is low because of the low population density, limited industrial development, abundant surface waters, and abundant rainfall (which provides high recharge by direct infiltration to

(,s) the aquifer and precludes the need to use significant quantities of ground water for agricultural purposes). Future use of ground water withdrawals for industrial and domestic use is expected to increase to some degree, but the most conservative estimates of future withdrawals do not project a significant impact on the level of the confined aquifer. This assessment takes into account the plant requirements for the life of the VEGP project, which will draw from the confined aquifer for makeup water (paragraph 2.4.12.1.3).

The phreatic surface of the unconfined aquifer will fluctuate 4

primarily in response to the amount of rainfall. These.

fluctuations are expected to be small and are of no N significance to the plant.

A comprehensive ground water monitoring program has been implemented at the VECP. This program has been designed to keep track of ground water levels and movement in both the confined and unconfined aquifers for the life of the plant and to keep track of levels of ground water accumulating in the compacted backfill inside the power block excavation throughout construction. The program currently consists of 7 observation wells set in the confined aquifer and 11 observation wells set in the unconfined aquifers. Observation wells will be abandoned or added as the need arises, and these numbers may vary from time to time. In addition to the current 20 wells established 7

/~

early in the program, 11 observation wells were installed inside k_

the power block during construction to monitor ground water accumulations in compacted fill. Most of these wells were located at or near future appurtenant structures and were abandoned as the structures were built. Those which were not abandoned are being incorporated into the monitoring program.

Table 2.4.12-7 summarizes water levels measured during site exploration. Table 2.4.12-7 summarizes piezometric levels that f'(w_/~} have been recorded since the monitoring program was initiated.

1 1 5.4.7 Response of Soil and Rock to Dynamic Loading E 7'~N ' Vfhis subject is addressed in subsections 3.7.1 and 3.7.2.

ks[ 8 Lc T -

2.5.4-23 Amend. 7 5/84 e i

d VEGP-FSAR-2 2.5.4.8 L'quefaction Potential The liquefaction potential of the upper sand stratum was evaluated using the standard penetration test blow counts obtained during the investigation and the simplified procedure of Seed and Idriss. This evaluation is described in detail in reference 1 and indicates that the upper sand below the ground water level is susceptible to liquefaction when subjected to the maximum SSE acceleration of 0.2 g. Based on this evaluation the upper sand stratum was removed to an approximate elevation of 130 to 135 ft in the power block area.

Select sand and silty sand compacted to 97 percent of the maximum density determined by ASTM D 1557 is placed from the top of the marl stratum to the design elevation of the various power block structures with the exception of an area north of the turbine building as noted in paragraph 2.5.4.5.2. The liquefaction potential of compacted backfill in the power block area was evaluated for the PSAR and is discussed in detail in reference 1. The analysis indicated a factor of safety against liquefaction on the order of 1.9 to 2.0. The analysis was done utilizing cyclic strength data obtained from tests on specimens of compacted backfill.

During the investigations for borrow sources, additional dynamic data were obtained to supplement the cyclic strength data obtained previously and reported in reference 1. Cyclic triaxial tests were performed on compacted specimens of sands obtained from stockpile A and borrow area 1. The cyclic stress ratios versus the number of cycles to 2.5 percent total strain (initial liquefaction) are shown in figures 2.5.4-4 and 2.5.4-5. The results show that the stress ratios for the cleaner sands are substantially lower than for silty sands. In the liquefaction analysis done previously'2' stress ratios for the cleaner sands were used to obtain the safety factor against liquefaction. Therefore, the cyclic stress ratios for the cleaner sands obtained during investigations for borrow material were compared with values obtained during the PSAR investigations. A comparison of the two test data is shown in figures 2.5.4-6 and 2.5.4-7. The comparison indicates that the PEAR data represent a lower bound of test values. If the liquefaction analysis were performed using the upper bound values obtained during the borrow investigation, a factor of safety higher than 1.9 to 2.0 would have been obtained for the design SSE conditions.

From the discussion presented above, it is concluded that there exists an adequate factor of safety against liquefaction for i backfill compacted to 97 percent of the maximum density obtained by ASTM D 1557.

O 2.5.4-24

[-

i((~ VEGP-FSAR-2 2.5.4.9 Earthquake Design Basis

- The design bases for the SSE and operating basis earthquake are p addressed in paragraphs 2.5.2.6 and 2.5.2.7.

V

, 2.5'.4.10 Static Stability A 2.5.4.10.1 Bearing Capacity of Compacted Backfill and Marl l7 b Bearing Stratum Supporting Mat Foundations The ultimate bearing capacity of the backfill is evaluated for

i. the backfill consisting of sand and silty sand compacted to 97 percent of the maximum dry density (ASTM D 1557).

l The ultimate bearing capacity of a soil is defined as the load at which' shear failure will occur. A factor of safety of at least three is considered acceptable for the allowable bearing capacity for static loads. For dynamic loads a minimum safety factor of two is required. The net ultimate bearing capacity of sand backfill supporting a rectangular foundation above the water table is given by the expression:

, quit

• YDN g(1+0.2f) +15 YB (1-0.3f) N y -YD where:

quit = the net ultimate bearing capacity (k/ft2).

! =

the total unit weight of the backfill (k/ft3).

D = depth of embedment of the footing (ft).

B = width of the footing (ft).

L = length of the footing (ft).

-\ -Ng ,Ny= dimensionless bearing capacity factors.

', For a' circular-foundation the expression is:

, q = y BN3 (0.6) + YD (N g - 1).

uit If the water table is located at the-bottom.of a founde. tion supported by cohesionless material, the values obtained from the above expressions are approximately. halved.

2.5.4-25 Amend. 7 5/84

VEGP-FSAR-2 .

For a rectangular foundation supported entirely on the l7 marl bearing stratum, the net ultimate bearing capacity.is given by the expression:'***

qult = cN c (1 + 0.2 ) (1 + 0.2 f )

where:

c = undrained thear strength of the marl bearing l7 stratum (k/ft2),

N = dimensionless bearing capacity factor.

c For a circular foundation:

quit = 1.2 cN c For sand and silty sand backfill compacted to 97-percent relative compaction (ASTM D 1557), strength parameters of c=0 and $=34 derived from triaxial test data were used (paragraph 2.5.4.5.2). For the marl bearing stratum (Blue Bluff 7 marl), strength parameters of c=lO k/ft and $=0 were used 2

(paragraph 2.5.4.2.2).

A summary of power block structure loads and allowable bearing O capacity is presented in table 2.5.4-12. The bearing capacity of compacted backfill was determined to be very high for the large structures under consideration. Consequently, the strength of the marl bearing stratum will govern the l7 allowable bearing capacity of the plant structures. Since the net allowable bearing pressures in all cases far exceed the net static loads, bearing capacity of the supporting soils is not a problem. Settlement of structures will therefore govern the allowable bearing pressures.

2.5.4.10.2 Settlement of Power Block Structures on Mat Foundations When a load of limited size is applied to a sand stratum, it will undergo shear deformation beneath the loaded area. The vertical component of this deformation is called the " initial" or "immediate" settlement which will occur immediately upon application of the load. Sand and silty sand drain relatively fast upon loading, and therefore long term volume changes with dissipation of pore water pressure do not occur in these soils.

Therefore, while estimating settlements in these soils, cnly immediate settlements based upon the undrained modulus of elasticity were considered.

O 2.5.4-26 Amend. 7 5/84

/~^ VEGP-FSAR-2 1Clen a load is applied to a column of saturated clay soil, the clay will deform and pore water pressures will be induced in it. Immediately after the application of the load, little, if r"x any, pore water will be squeezed out and the clay will deform

(_)- at constant volume. The vertical component of movement is called the initial or immediate settlement. In the course of time, pore water will be squeezed out of the clay and its volume will decrease. The vertic~_1 component of this volume decrease is known as " consolidation" settlement. Therefore, for estimating settlements in the clay bearing stratum, both

- ') , immediate and consolidation settlements were taken into consideration.

Soil stresses and settlements were computed using the Settlement Problem Oriented Language (SEPOL) computer program developed at Massachusetts Institute of Technology.2' Both the sand backfill and the clay bearing stratum were treated as layered systems and divided into layers of different thickness.

The SEPOL program computes the stress and strain at the midpoint of each layer based on the theory of elasticity. The initial settlement for each layer is computed as the strain at the midpoint of the layer times the layer thickness.

[~T The consolidation settlement was computed using the following w/ formula:'1**'1**

c leg y *OUv I P -

c 1+e g

-where:

p = consolidation settlement.

.C c- = compression index.

h- = layer thickness.

() eo = initial void ratio.

og =-in situ effective vertical stress at middepth of the layer.

Ao V = effective additional. vertical stress at middepth of

(~}

AJ -

the layer due to the surface load.

Initial settlement was computed'using an average undrained Young's modulus of 1500.k/ft 2 for the compacted backfill

'obtained from static triaxial tests. For the marl bearing l7

-stratum.an undrained_ Young's modulus ranging from 4000 to

^10,000 k/ft2 was used in the computations. The lower bound

' f~)N s

_ 'value was the value reported in_the PSAR. The upper bound 2.5.4-27 Amend. 7. 5/84

=

VEGP-FSAR-2 value was estimated based on heave data measured during excavation in the power block area.

The other soil parameters used in the settlement computations are as follows:

Sand, Silty Marl l7 Soil Parameter Sand Backfill Bearing Stratum Moist unit weight (1b/ft') 120 -

Saturated unit weight 130 115 (lb/ft')

Submerged unit weight 68 53 (lb/ft')

Poisson's ratio O.4 0.5 For computing the consolidation settlement, the marl bearing stratum was divided into four layers of 10, 20, 20, and 20 ft in 7 thickness, respectively. Owing to the highly preconsolidated nature of the marl bearing stratum, the compression index (Cc) used in the above formula was taken-equal to the re' bound index (Cr) obtained from the rebound curve of the void ratio versus log pressure plots developed from one-dimensional consolidation tests."1' The value of C /1+e o was determined for each consolidation test, and an average of 0.0046 was used for settlement calculations.

The results of the settlement analysis of the power block structures are presented in figure 2.5.4-8. The estimated total range of settlements at the center and corner of each structure are shown. The indicated range of total settlements was obtained by adding the settlements that.will occur in the compacted backfill and in the marl bearing stratum. The l7 lll total settlements do not include settlements in the marl I bearing stratum as a result of fill under foundations, since these settlements will occur prior to placement of building loads.

It may be observed that the total settlements shown in figure O 2.5.4-8 include consolidation settlement in the marl bearing stratum. Due to the highly preconsolidated nature of 7 the marl stratum, the computed consolidation settlements are extremely small, compared to the immediate settlements.

Approximately 90 percent of the gross load of each structure results from the dead load. In view of these factors, about lh 2.5.4-28 Amend. 7 5/84

x VEGP-ESAR-2 l

B. Nine aeave point tips with polyvinyl chloride protective sleeves were installed at selected locations approximately 5 ft below the eventual bottom of the excavation.

v C. Invar steel reading rods were lowered through each protective sleeve to mate with tha heave point tip.

The rods were tensioned to alleviate any " snaking" and to rigidly clamp them into position.

D. The heave point tip elevation was determined by conducting a first order level survey from a benchmark to the top of the reading rods.

The locations of the heave points are shown in figure 2.5.4-9.

Three of the heave points were damaged after installation; therefore, data from only six heave points are available. A report of heave point measurements is presented in reference 16 and summarized in table 2.5.4-13. The data show that the measured heave of the marl stratum ranged from 0.6 to 1.7 in.,

with an average of 1.25 in. Results are also plotted in figure 2.5.4-10.

~s' 2.5.4.13.2 Settlement Monitoring The foundation design parameters for all power block structures were based on measured soll parameters obtained by field exploration and laboratory testing. The structures and the interconnecting piping are designed for building settlement. A settlement monitoring program was initiated to record settlements at various locations in the structures. The monitoring program consists of two permanent benchmarks t

installed as reference points for measurements and a total of 111 monitoring points. The locations of settlement markers are shown in figure 2.5.4-11. A survey reading is taken on each markeratapproximately60-dayintervalspriortostartupandatl7

~

, 30-day intervals after startup. The total settlements and I differential settlements for the various structures are determined from these readings.

2.5.4.14 Construction Notes

• There have been no significant construction problems, apart from the erosion of Category 1 backfill, that occurred as a result of heavy rainfall in early November 1979. Areas within the power block subjected to erosion are described in detail in a report submitted to the Nuclear Regulatory Commission.'***

The report outlined steps that had been initiated subsequent to the erosion to repair the affected and adjacent areas and to facilitate resumption of backfilling operations in the power 2.5.4-33 Amend. 7 5/84

VEGP-FSAR-2 block area. Also included in the report were recommended methods of repair and a description of future erosion and ground water control measures to prevent a recurrence of the problem. h All erosion in the power block backfill was satisfactorily repaired according to recommended procedures, with the exception of minor deviations that were necessitated by practical considerations.

Extensive field and laboratory tests were performed to verify the extent of disturbed material in the eroded areas. These tests were used to verify the competency of the backfill adjacent to the foundations of various Category 1 structures. i The evaluation of the effect of erosion on Category 1 structure I foundations was based on data developed during testing and i visual observations made during the entire period of repair.

The data and evaluation are contained in reference 15. The field testing and evaluations described in reference 15 provided adequate data which defined the disturbed zones in Category 1 backfill. All erosion was successfully repaired.

This evaluation has established that there is no detrimental '

effect on the existing structures as a result of the heavy rainfall of early November 1979.

2.5.4.15 Standard Review Plan Evaluation The . Standard Review P'lan calls for probabilistic as well as deterministic analyses of liquefaction potential at the site.

The liquefaction analyses performed for VEGP were of the deterministic type only.

The foundation properties for materials underlying Seismic Category 1 structures are known with much greater accuracy at VEGP than at most nuclear power plant sites. This is because all potentially liquefiable foundation materials have been g removed and replaced with homogeneous, well-compacted structural 1 W backfill. All Seismic Category 1 structures are founded either on this backfill or on the underlying very competent marl.

The deterministic evaluation of the liquefaction potential described in subsection 2.5.4 involved use of extensive laboratory test data that covered the upper and lower bound cyclic shear strengths of compacted Category 1 backfill. The deterministic analyses have demonstrated (paragraph 2.5.4.0) that an adequate factor of safety exists against liquefaction.

The backfill supporting Category 1 structure foundations has been placed under extremely well-controlled conditions and exceeds the minimum design compactior. requirements (97 percent of the 2.5.4-34 Amend. I 11/83 L

_ _ m.. ._

l  ; }

G/ L,/ u) J J V TABLE 2.5.4-1 ENGINEERING PROPERTIES OF SITE SOILS Upper Ma rl Lower Sand Bearing Sand St ra tum S t ra tum St ra tum Static Prgoerties 1Barnwell G roup ) (Blue Blurr Marl) (Lilenton Formation)

In situ dry density (Ib/ft3)41-120 51-155 69-118 in situ moisture content ( pe rcent ) 5-86 3.2-60.6 15-45 Degree or saturation (percent)18-100 100 -

ASTM D 1557 maximum dry density 101-125 - -

(lb/ft3)

Optimum moisture content ( pe rcent ) 7.5-17.4 - -

Unconsolidated undrained shear 440-2100, 6*-32' 260-500,000, 0* -

strength c (Ib/ft2) and O' Consolidated undrained shear strength 1650-4000, 17*-25* - -

c (Ib/ft2 ) a nd O' 4 Consolidated drained chea r strengtli 0, 33*-34.5* - -

c (Ib/ft2) and 0* 7 'O I

Standa rd penetration test 2-6J 10-100+ 70-100+ ]

(bIows/rt) ra nge/ ave rage 30 100+ 100+ p Liquid limit (percent) NPM 19-111 NP to Plastic limit ( pa rcent ) NP 15-55 NP Plasticity index (percent) 'N P 2-70 i NP Poisson's ratio 90.4-0.46 0.5 -

Po ros i ty .- 0.403-0.619 -

Pe rmea b i l i ty ( f t/ yea r) 200-350 - -

Specific gravity 2.67-2.74 2.37-2.84 -

g g Modulus or elasticity (k/f t2) -

86-25,000 -

3 .

Do 4

m a. Majority or material nonplastic (NP): clay layers had liquid limit greater than 100.

N cx)

A 4

4

( . ,

l

,f- e

, ^- . TABLE'2.5.4-2, 2

'. ENGINEERING.P'ROPERTIES FOR DESIGN.

Uppe r. - .. Mar 1 Lowe r

Bea ring Sand . Sand; St ra tum ' . St ra tum . St ra tum 7-Sta t ic/ Prope rt les '  : M r_nwe1I G rouc i 'fBlue Blurr Marl 1' . f El lenton format lon) -

j- I in' situ dry density'(lb/ft3 )" 94 ' . 88- ,

.- 94

. e in situ moisture content. (percent)- ~ 25: 35 24 -

Degree of; saturation (percent) ' ,88 100 -

, ASTM D -1557 maximum dry densi ty ( l'b/f ta) .115.2

, Optimum . moisture content (percent) . 12.4 - -

UnconsoIidated undrained shesr strength 2300,-6'- 10,000, O' -

..c (ID/ft2) and O' Conso l ida ted und ra ined shea r. s t reng th' . 1000, 18' - -

.c-(lb/ft2) and O

Conso l i da ted ' d ra i ned shea r [t reng th : O, 34*-

c (Ib/fta) and O' h

o ec Standard penetration test (blows /ft) 30 100+ 100+ 7 I

• Q .

. Po ros i ty -

0.497 -

y Poisson's' ratlo' 0.4. 0.5 -

7' M

Permeab i l ity upper sand st ra tum - 350 - -

- ( f t/ yea r) --

' Specific gravity - 2. 70 - 2.72 -

' Modulus or elasticity (k/ft2) . 4000-10,000 -

..I

~3

.Os

~ . Q ',

U1

- \

co

.6

~

-3 IH i:

VEGP-FSAR-2

}- TABLE 2.5.4-3

j. . DESIGN VALUES OF SHEAR MODULUS <a>

l In' Situ Soils:

l7 Elevation Shear Modulus (ft) (lb/ftz) i 210 to 180 2.3 x 105 b

}

180 to -770 11.6 x 10' i

!~

l 1

1 1

1 i

l' l

!e

a. The; values.-refer to shear modulus at strains of approximately .10-* . percent or . lower.

s,

."{.J-f Amend.-7 ~~5/84

O -

O G LL  : ..

a 5 TABLE 2.5.4-4 IN' SITU' SOILS--' BASIC SOIL' PROPERTIES'FOR DYNAMIC DESIGN ("  ;

Unit Weight .

St ra tum ElevatICn Sa tu ra ted Poisson's 7-lDesionation 'fft1 Moist fib /ft i Subme rced Ratio

• i Upper sand stratum 225 to 135' 115 115 52.6 0.4 to 0.46 ,

t' , ,

+

Marl bearing stratum 135 to 70 ' -

115 52.6' O.5

{  ! 'Lowe r sand' st ra tum . 70 to -770 -

115 52.6 0.4 to 0.46 I; I

=

t 4,  !

i i i

r t:J

+

O i m i i

1. I f t erj tn

> t t, :D t g

! N i i 1  !

4 i

I n

i i  !

F s.

4 hi cJ  !

3. t

{

, C*

a. in sandy soils the specific value of Poisson's ratio within the given range will be the most w conservative value for the particular dynamic analysis being carried out.

Figures describing the variation of shear modulus and damping ratio with shear strain for clay mari

(.

- 0a bearing stratum and lower sand stratum are provided in subsections 3.7.B.1 and 3.7.B.2.

r i

1 l

i

l

' VEGP-FSAR-2

)

- i TABLE 2.5.4-5 COMPILATION OF SHEAR WAVE DATA n' i

L)

Compression Shear Wave Depth Elevation'b' Wave Velocity Velocity (ft) {ft) (ft/s) {ft/s)

-- s 0-15 208-193 1400 600cc>

20 188 2500 1000

30 178 28C0 1000 40 168 2500 900 50 158 4600 1000 60 148 5200 1200 70 138 5100 1400 80 128 6600 1600 90 118 6700 1700 100 108 6900 1800 110 98 6600 1700 120 88 6400 1700 130 78 6600 1800 140 68 6500 1700

,s 150 58 6800 1600

(~,) 160 48 6600 1600 170 38 6800 1800 180 28 6600 --

190 18 6500 1800 200 8 6600 1800 210 -2 6600 1700 220 -12 6600 1800 230 -22 6700 1800 240 -32 6400 250 1700

-42 6500 1800 260 -52 6700 270 1800

-62 6800 1800 280 -72 6700 1800 e'~> 290 -82 6700 1700 (j

i

. _/

a. From cross-hole measurements or as noted. l7

b. Ground surface elevations average 208 f t above sea level in this area,

c. From surface data.

Amend. 7 5/84

l.

i 4

17 4- ' VEGP-FSAR-2 1

i j TABLE 2.5.4-8 1 l I

l -

DESIGN STATIC PROPERTIES FOR BACKFILL COMPACTED TO 97-PERCENT RELATIVE COMPACTION (ASTM D 1557)

I '

l Soil Properties Sand, Silty Sand  !

Unit weights (lb/ft')  !

Moist 126 Saturated 132

' Subme rge'd 4

69.6 l7

[ ' Effective. shear strength parameters l

Cohesion or c (k/ft") 0

~

Angle of internal friction or e (degrees) 34 Undrained modulus of elasticity or E (k/ft2) 1500 3

Poisson's ratio (v) 0.4 I

l Compression index -

3 1

l I

f O

t ..

t li d

,, ~ Amend. 7 5/84

1 VEGP-FSAR-2 TABLE 2.5.4-9

DESIGN DYNAMIC PROPERTIES FOR BACKFILL COMPACTED TO

- 97-PERCENT RELATIVE COMPACTION (ASTM D 1557) i Soil Properties Sand, Silty Sand Unit weights (lb/ft')

t.

Saturated 132 Submerged 69.6 l7 l ,

Poisson's ratio 0.33 i

Damping ratio See figure 3.7.B.1-8.

{

1 Shear modulus. at strain of 10-' percent <a >

1

~

Elevation- Depth Shear Modulus *

-(ft) (ft) (lb/ft2) l.

t 210 10 2.3 x 105 195 25 3.6 x 10'

]

165 55 5.3 x110' 150 70 5.7 x 10' c ,

i 130 90 4 6.2 x 10' I

I LO' 1-

O a.. Shear modulus G = 1000 k,( o ' ) */8 ~ lb/ft , . where k, = 79. ,

. Variation of shear modulu's with strain is given in figure 3.7.B.2-5.

_. Amend. 7- 5/84

. . , _ __...;-...._--. ._.___..._..m u._ . . _ . , . . . - - . . _ , , - . _ . . . . _ . . . . . _ . - . . . _ _ _ _ _ . . - . .

.-;. - . .. _ _. ._ _ ... _ . _ . . _ _ - ... . . . . _ . . - . _ _ _ . - _ . _ . . - _._._._-._.,_.._._.y.-.___.

t .. ~: . . -

l

• l

g. . - -

,' /  : TABLE.2.5'4-10 .

sA i

SUMMARY

'OP TEST FILL RESULTS FOR. HEAVY EQUIPMENT COMPACTION-

-y~ Number or ..

.. . Field .. Pe rcent ~ or - Tests >

Test : Meterial- Ro l l e r ' Numbe r : Lif t'  : Field'. Depth of Density /  ;

..a'?p JFill'._ . F rom ,' I Speed Density TestL Compaction- K97% > 93 to 95% 93% -

. E .. ' Stocke i l e *I Ro l le r . ighi - Paor: sses - f in. l' ~ Method ' [in.1 Thickness Tests Compaction Compaction Compaction;Rema rki 7 7..

l: C' SPF 60 1.5. 2 each' ~ 62 Sand 12: '24:~ 0 .0 0-and cone- 18 24- 0 0L 0 q.

[ 'Raygo '

Acceptable:

600Al Nuc l ea r. .12 ' 24 ~8 0 0-

.18 . 24 8 0- 4 .

.t n - . . .

p

-ll. C Raygo 1.5 4- 6 Sand. 12- 24 0 0 0 t s '600A cone -. 18 - - - -

Acceptable i

-Nuclear -

-12i 24J 0 0 0 'l j 18 ' - - - -

,Ill A: .SPF'60: 1.5 .2 each 6. Sand- 12. 24 :33 4 0 and~ cone- 18 - - - -

.1 Raygo.- . Accep ta b le . <

600A- - Nuclea r. 12 24 100 46 29 trJ 18' - - - -

O

'O  !

IV A- .Raygo -1.5 4 6 Sand 12 24 4 0 0 8 i

.600A' cone- 18 '

$ e

~,

. Acceptable p i Nuclear' 12 24 96 42 46 y l

18. - - - - 8 i' N

24 42

,;V A' - br 63r ;3 .3- 12 Sand 12 8 0  :

cone 18 6 83 17 0 ~'

Not i

. Nuc lea r 12' 24 100 4 96 acceptable

- 18 6 100 50 50 4 . . . .

SP 60 ' . 2, i' VI -C 3 12 Sa nd . 12 24 0 0 0 .j j.-

, l 1. 5 ~ cone 18- 6 0 0 0 Acceptabie ,f i Nuclear 12 24 33 8- 8  !

18 6 67 17 17 l 4:

"4 ,

(. -l fD ' ' 'yll- .8 Raygo. 1. 5 - .,6, Sand- 12 10 30 20 0 [

D' 600A.

cone 18 - - - - Incon- -

4~ clusive NucIesr 12 10 100 10 90 j  : a, 18 - - - -

i  !

N

. co .

a. . Letters. rerer to designations' in rigure 2.5.4-3.

7 I

I-  !

, - . . ~ ~ ....- -. .

e.. y-,,.r.-.

a

- * f ' '

(

s

.<, *

• e

.y 4

t.

-. TABLE 2. 5. 4--11 a o

1. - u. - . . < .

L

SUMMARY

OF TEST: FILL RESULTS FOR HAND COMPACTION EQUIPMENT.. -

l

c L

- Numbe r of -

. t

.. Field ' Percent or Tests 3l l Test . : Ma te ri a l  ; Ro l le r . Numbe r Lift. Field ~ Depth or -Density / .;

t' Fill;L -From~ Speed I

of Thickness Density. Test. Compaction . 97%- 93 to 95% 93% E )

E :: Stockn i lee *3 Rol le r (mohl Passes tin.1 Method fin.) Tests comoaction Cpqmoaction Compaction Rema rks ; .l7 ,!

i ~. .

f1-

C;- ' Wacke r . 0.68 .4- 6 . Sa nd . ' 12 8i 8. O O ,;

i --74 Dual' .. cone' -

Accep ta b l e L  ;

. D rum ' '!

l

{- 2T C LWacker 'O.23 ,2 6 -- Sand, 12 8 '8 0 0-( -

100 . . .~ . >

.. cone Acceptable

!- .  : Jumping j '. JJack l

t .

1 1 < 3 C .- I nge r . 2 0.68 4- 6 Sand 12 16 15 1. 0 ..

i :- soll- -cone Acceptable  !

Rand-

-t t :SP 24

E>

~

v-  !

trj t O i

't3 - I

-I.  :

i. M' 6

tn '

>c

g. .

I, ' to 1

J; p . .

4 6 4;

i i ,

i'  !

l

. r L

i g

{I

- g' t l

l D.

.CL '

l '.

Un

.N.

q- _ co .

1 A

. la.

Letters refer to designations in figure 2.5.4-3. 7

[

i-p f i~  !

1 ,

E 1_  ;

O O O O O O O TABLE 2.5.4-12

SUMMARY

OF RESULTS OF BEARING CAPACITY ANALYSIS (#

Static Dynamic Net Ultimate Net Foundation Maximum Permissible Supporting Bea ring Pressure P re ssu re factor Foundation Pressure St ruc tu re St ra tum (k/ft21 (k/ft21 of Safety (k/ft2)

Diesel generator Backfill 65.3 1.46 45 32.7 building Turbine building Backrill 56.6 -0.01 Very high 28.3 fuel handling building Backrill 67.9 -1.33 very high 34.0 (el 173 ft)

Control building Backfill 58.4 -0.59 Very high 29.2 6 Reactor conta inment Backrii1 61.7 0.37 Very high 30.9 buiIding Fuel handling building Backrill 72.4 -2.21 Ve ry h i gh 36.2 (el 154 ft) <

M Nuclear service Clay bearing 61.7 2.92 21 30.9 @

cooling water tower st ra tum N

Auxilia ry building Clay bearing 64.2 1,61 40 32.1 tn st ra tum >

%f I

bJ OO DD

. , a. Net ultimate bearing pressures of clay bearing stratum will govern and a re presented.

Jm for structures supported on backfill, net foundation pressures shown are net pressures transmitted to the top or clay bea ring st ra tum. For structures supported on clay bearing stratum, net roundation pressures shown are the net pressures gg below foundation mat.

NN CD CD bb

VEGP-FSAR-2 G

2.5.5 STABILITY OF SLOPES

's 2.5.5.1 Slope Characteristics (d Category 1 slopes consisted of excavation cut slopes and temporary backfill slopes. The excavation slopes were cut in l7 the upper sand stratum and shell zone at two horizontal to or.e vertical. The lower 5 ft of the cut was in the clay bearing g- stratum. Parameters for design of the excavation slopes were

(_)S based on data developed for the upper sand and clay bearing strata (paragraph 2.5.4.2). A total stress design shear strength of c=0, f=34* was used for the upper sand stratum and c=10,000 lb/ft*, $=0* for the clay bearing stratum (table 2.5.4-2).

Temporary fill slopes were constructed at a minimum of 1.5 horizontal to one vertical where the slope height exceeded 3 ft except for a few deviations which are addressed in references 1 7 and 2. Slopes or portionc of slopes of heights less than 3 ft were placed with stable side slopes. Except for north of the turbine building, fill slepes consisted of sand and silty sand material compacted to an average of 97 percent of the maximum s

density by American Society of Testing Materials (ASTM) D 1557.

Fill slopes north of the turbine building consisted of sand and silty sand' backfill compacted to an average of 95 percent of the maximum density by ASTM D 1557. Parameters for design of temporari fill slopes were based on data developed for compacted Category 1 backfill (paragraph 2.5.4.5). Design effective stress parameters of C'=0, (=34 were used in analyzing temporary fill slopes.

2.5.5.2 Design Criteria _and Analysis The stability of the excavation cut slopes in in situ soil was determined using a computer program based on a modification of l7

(~ the Swedish Slip Circle method of slices analysis. The

\

slopes were analyzed for. stability by assuming the material below the water table to be dewatered. A peripheral dewatering system is being used to control ground water and will be continued until backfilling is completed above the ground water table. In a dowatered condition, the factor of safety against

(~]

N-sliding for a slope of two horizontal to one vertical was determined to be 1.3. This was considered satisfactory for a temporary construction slope. Earthquake forces sere not considered in the design of these slopes since they are >

temporary during the construction period only.

,a D

2.5.5-1 Amend. 7 5/84

VEGP-FSAR-2 for temporary fill slopes (1.5 horizontal to one vertical),

slope stability analysis was performed using the Integrated Civil Engineering Systems LEASE computer progran.

The analysis revealed that a deep seated sliding failure will h not occur, and any instability in the fill will be manifested in the form of minor raveling of the fill surface if it is steeper than the effective angle of skin friction. Infinite slope analysis based on the design friction angle of 34*

indicated that temporary fill slopes will have a minimum factor of safety against raveling of 1.01. This was considered satisfactory for temporary fill slopes in a dewatered condition.

Surcharge loadings, such as buildings, on the top of a slope will affect the slope stability. To prevent loss of bearing capacity for the structure foundation and to ensure slope stability, buildings were located a sufficient distance away from the top of the slope. When situations arose during construction that required a building to be placed near a temporary fill slope, each case was analyzed to determine the minimum setback distance.

2.5.5.3 Log of B_orings .

Log of borings is listed in references 5, 6, and 7.

2.5.5.4 Compacted Backfill This subject is discussed in paragraph 2.5.4.5.2.

O O

O

, 2.5.5-2 Amend. 7 5/84 L

f

VEGP-FSAR-2

)

s -

REFERENCES

1. Letter, with attachments, from D. E. Dutton of GPC to J. P.

, , O'Reilly of the.NRC, dated January 8, 1980.

l} 2.

7 Bechtel Power Corporation, Final Report on Dewatering and Repair of Erosion _in Category 1 Backfill in Power Block Area, August 1980.

3.

~

.3 U.S. Corps of Engineers, "The Method of Slices," Civil

'x ,/ Works Engineering Manual, SM 1110-2-1902.

4. Berkley, W. A., and Christian, J. T., " ICES LEASE-1: A Problem Oriented Language for Slope Stability Analysis,"

User's Manual, Soil Mechanics Publication No. 235, Massachusetts Institute of Technology, April 1969.

5. Bechtel Power Corporation, Report on Backfill _ Material Investigations, Vogtle Electric Generating Plant, January 1978.

6. Bechtel Power Corporation, Report on Backfill Material Investigations, Addendum No. 1, Vogtle Electric Generating

~'N

( , Plant, October 1978.

%J

7. Bechtel Power Corporation, Report on Backfill Material Investigations, Addendum No. 2, Vogtle Electric Generatir.9 Plant, November 1979.

4 x_)

m C237V 2.5.5-3 Amend. 7 5/84

r^3 VEGP-FSAR-2A b

APPENDIX 2A

/~N POPULATION DISTRIBUTION METHODOLOGY b

2A.1 INTRODUCTI_ON

'N This appendix documents the procedures followed in the preparation of paragraphs 2.1.3.1 and 2.1.3.2 of the Final Safety Analysis Report (0 to 50 miles) and paragraphs 2.1.2.1 and 2.1.2.2 of the Operating License Stage Environmental Report (50 to 500 miles). Included with a step-by-step documented review of the procedures is a presentation of the methodology used, a table of definitions, a review of the materials used, a discussion of the assumptions made, and a section addressing the procedures to follow should the submitted figures need updating.

t 2A.2 DFFINITIONS OPB;

' 0PB is an acronym for the Office of Planning and Budget,

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\J State of Georgia.

l r

SDC: SDC is an acronym for the State Data Center, State of South Carolina.

Sector: A sector is one of the 16 compass divisions comprising the area within any given circle centered on VEGP.  !

Segment: A segment is an area bounded by two sector divisions and two arcs.

• I USGS Quadrangle Maps: United Staten' Geological Survey quadrangle maps are' topographical maps bounded by parallels of i _

latitude and, meridians of longitude. Quadrangles covering

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7 1/2 min of latitude and longitude are published at the scale

, of 1:24,000 (1 in. = 2000 ft.) Quadrangles covering 15 min of i latitude and longitude are published at the scale of 1:62,500 (1 in, mile).

i l

- (&) i 2A.3 ASSUMPTIONS ,

The major assumptions taken to determine population distribution were as follows:

,,, A. Thepopu$ationdensitywithintheSavannahRiverPlant

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is zero ,

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VEGP-FSAR-2A B. The percentage of each county's population in a segment for 1980 will not change over the forecasted ti:ae span.

C. The curvature of the earth will not have a significant effect on the construction of rings and sectors for the 500-mile radius.

D. Due to possible human error in construction, rings are estimated to be accurate within +1/2 mile.

E. Population changes at Fort Gordon over the forecasted period are addressed in the OPB projections.

F. Population projections made for the area within a 500-mile radius of VEGP were based on 1980 census data and county population projections obtained from the OPB and the SDC.

G. The extrapolation method of populat_un projections for county and subcounty areas is generally more accurate than the differential and share methods.

2A.4 MATERIALS The materials used to determine population distribution were:

A. The USGS quadrangle maps of the affected area.

4 B. The 1980 state maps depicting the affected counties.

C. U.S. Census Bureau figures indicating the population

, and number of housing units of the counties and cities 4

.s in the affected area for 1980.

D. The OPB and the SDC county and city projections for 4

• the years 1990, 2000, 2010, and 2020.

lh

- s E. The 1980 population figures for military installations in the area.

F. A house to house survey of the area within 5 miles of 7

the VEGP site conducted in 1980.

lh The USGS quadrangle maps were used as the base maps for s, construction of rings and sectors and for the transcription of I

county and city boundaries; they were chosen as base maps because of their detailed representation of housing patterns.

The OPB and SDC projections were chosen for future population f

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2A-2 Amend. 7 5/84

f- VEGP-FSAR-2A

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estimates because of the high accuracy of their projections as demonstrated by a narrow margin of error between 1980 projected and actual population figures.

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2A.5 METHODOLOGY Described in the steps below is the methodology used to determine population distribution:

() A. Locate the center of VEGP on the USGS quadrangle maps.

Construct concentric circles on the quadrangle maps at distances of 1 through 10, 20, 30, 40, 50, 60, 70, 85, 100, 150, 200, 350, and 500 miles.

B. Divide the constructed circles into sectors of 22 1/2*

with each sector centered on one of the 16 compass points, e.g., true north, north-northeast.

C. Transcribe the city and county boundaries located within a 500-mile radius of VEGP to USGS quadrangle maps.

T'N D. Estimate from the quadrangle maps the percentage of

-(,) each city's and county's population that lies in each affected section.

E. Caclulate from 1980 census statistics the percentage of each county's population that lies in each affected section.

F. Assume that the percentage of each county's population

, that resides in each affected segment remains the same over the forecasted time span.

G. Prepare population projections for the first. year of plant operation (1987 for Unit 1) and beyond by first

-(~N determining the margin of error for previous

\_) projections completed by the OPB and the SDC (the difference between 1980 population forecasts and 1980 census figures). Using the margin of errors adjust projections for the census years, the midpoint in the plant's operating life, and the endpoint in the

(^ plant's operating-life.

.\_]/ -

H. Estimate a segment's population for any year by multiplying-each affected county's adjusted population projection for that year by the percentage of that county's; population which is in the segment.

L) 1 2A-3 Amend. 7 5/84'

VEGP-FSAR-2A To estimate a ccunty'c population for the anticipated first year of plant operation, the following methodology was used:

A. Subtract the county's previous census decade's count from the next projected census decade's estimate, divide by 10, and multiply this number times the number of years into the decade the first year of plant operation occurs.

B. Add the figure obtained in item A to the previous decade's estimate to obtain a county's estimated population for the anticipated initial year of plant operation. For example, assuming a starting date of 1987, the estimated population of county X for section A lying entirely within that county is determined as follows:

M _N x 7 = 0.7M - 0.7N 10 y 0.7M - 0.7N + N = 0.7 (M-N) +N

= estimated population for 1987 9

where:

M = 1990 estimated population for county X.

N = 1980 population count for county X.

For segments within 50 to 500 miles, statewide projected growth rates were used to determine individual county forecasts.

Population estimates within 5 miles of VEGP were based on a 1980 7 house to house survey of the area. Multifamily housing units related to construction worker demand were included in the population estimates for 1987. It was assumed that these housing units will continue to be in use through 1989, estimated completion year of Unit 2. However, projections for 1990 and beyond do not include construction-related housing.

2A.6 PROCEDURES Population distribution by sector for the area within a 500-mile radius of VEGP was determined in the following manner:

A. Base maps showing county boundaries within a 500-mile radius were overlain with annular rings and sectors.

O 2A-4 Amend. 7 5/84

, - - - . . - . . - . - - _ - . . . - - - - . . . . . . . . - - . - - . . ~ - - .

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[ VEGP-ESAR-2A B. .Each segment's county composition was visually estimated. For example, sector 16-30 is composed of 4 percent Aiken County and 14 percent Richmond County.

3 C. All counties lying within the 500-mile radius were

{. listed with their 1980 population. Cities over 25,000 1' were subtracted from county figures if they lay in

! more than one segment, or if the county lay in more than one segment. For example:

1980 Population i

1 Etowah County 103,057 b Gadsden City -47,255

- Remaining population 55,802 I

Each city was listed with the segment or segments in '

l which it' lay.

1 D. 'Each segment's 1980 population was determined by

!. multiplying the percentage of each county represented

)' by its-remaining 1980 population (U.S. Census Bureau).

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VEGP-FSAR-2B

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APPENDIX 2B

/N GEOLOGY m

2B.1 INTRODUCTION Comprehensive areal geology and site specific foundation investigations and examinations of the VEGP site have been

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(_ completed. The results and conclusions are described and contained in section 2.5 and subsection 2.4.12. The geologic logs and geophysical logs are submitted under a separate cover.

A table of drilling statistica is presented in table 2B-1. A description of foundation conditions encountered during construction is contained in. subsection 2B.3.1.

2B.2 FIELD INVESTIGATIONS A total of 370 borings was drilled for the primary geologic and site specific foundation investigations for the plant facilities. The drill logs of 354 of these borings are

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(~) submitted as described in section 2B.1. The remaining

\> 16 borings were done for the revised locations of the cooling towers and the drill logs for these borings are included in the report Foundations Investigations for Natural Draft Hyperbolic Cooling Towers, Addendum, prepared by Bechtel Power Corporation, December 1978. Selected marl core samples from l table principal borings have been placed in protective storage; 2B-2 provides an inventory of these core samples. An additional 12 boringo were made for the studies of the

< postulated Millett Fault conducted in 1982. These borings are offsite and are described in detail in the report Studies of i Postulated Millett Fault, dated October 1982. Logs of these l

borings are included in that report.

j q l _/ 2B.3 REPORT OF GEOLOGY AND FOUNDATION CONDITIONS '

1 4

2B.

3.1 INTRODUCTION

This report presents the results of geologic' work performed in I[ 1) - conjuncti~on with the excavation of the power block areas at the r .VEGP site. The purpose of the work was to identify, locate, and record details of the geologic structure, stratigraphy, and lithology of the soil and rock strata encountered in the exca-vation. In addition, samples of foundation rock were obtained

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for testing of physical properties.

j 2B-1 i - x s_, .>

f-VEGd-FSAR-2B The geologic work was performed by Bechtel geologssts during the period May 1974 through October 1977 with certain tasks continuing on an as-needed basis. This time period included the initial startup of the construction work, the interim post- g ponement of work between September 1974 and July 1976, and the W subsequent restart of construction.

The work performed included detailed geologic mapping of the soil and rock strata exposed in the power block excavation, and coring and testing of the Blue Bluff marl, which forms the foundation for power block structures and structural backfill.

This marl has sometimes been referred to as the " clay bearing stratum." Geologic mapping was accomplished by recording the I details of ctratigraphy, structure, and lithology of the various soil and rock deposits on a base map prepared from excavation drawings. Mapping of the vertical surfaces of the auxiliary building excavation walls was recorded on geologic sections coinciding with the surfaces of the walls. All geologic mapping was performed using hand surveying techniques with the exception of the recording of the upper contact of the marl layer. This was recorded by instrumental survey of 575 points establiched by the geologists. Photography was employed as an aid to mapping and to provide a record of foundation geologic features. g As areas of the marl were cleaned off at final grade in the excavation, they ware inspected and signed off by a qualified geologist or soil engineer. The documentation for the approved foundation areas was submitted to Georgia Power Company for 7 permanent retention.

Subsection 2B.3.2 of this report presents a brief summary of conclusions from the studies performed. Subsection 2B.3.3 presents tbe details of the geologic structure, stratigraphy, and lithology of the various geologic materials encountered in the excavat.on. Ground water conditions encountered during the reference pe.riod are described. Geologic mapping procedures are discussed in detail. Subsection 2B.3.4 describes the excavation geometry along with the procedures utilized for llh advancing the excavation down to final grade. Temporary dewatering methods are described as are measures taken for pro-tection of the side slopes from erosion. Foundation cleanup and protection procedures are discussed, and inspection and approval procedures are outlined. The marl testing program carried out to confirm the design physical properties of this lf material is discussed, and reference is made to the backfill report in which the test results are compiled. The moni-toring of rebound of the marl due to unloading by excavation of the overlying deposits is described. Subsection 2B.3.5 presents detailed conclusions drawn from the work described in the preceding sections. The features described in the report h 2B-2 Amend. 7 5/84

VECP-FSAR-2B v

The formational boundary between the Lisbon Formation and Barnwell Group coincides with the upper contact of the marl.

/

s 2B.3.3.3.2 Lisbon Formation The middle Eocene Lisbon Formation is represented in the site area by the Blue Bluff marl which forms the foundation l7

'. for structures and backfill in the power block area. The marl 1'

) has a total thickness of about 70 ft in the site area. The upper approximate 25 ft of the marl were exposed in excavations and mapped in detail. A vertical section between el 108.6 ft (final excavated grade) and 132 ft was exposed in the auxiliary building basement extavation. Ten subunits were recognized and mapped in this vertical section. The subunits, designated A through J, are shown in figure 2.5.1-24.

Unit A, near the top of the excavation walls, is generally above el 128 ft and includes the marl from this point up to the upper contact of the marl with the Utley Limestone Member of the Barnwell Group. It consists of dark gray silty to clayey marl with very fine light gray to white fine sandy laminations,

- which are undulatory and discontinuous. Scattered shell

) fragments and well-cemented lenses of sand up to 0.1 ft thick are present locally. The laminations are oriented parallel to the lower contact of the unit, and parting along the lami-nations is common. Unit A is dense and well consolidated.

Surfaces exposed to the atmosphere tend to dessicate rapidly.

Unit A interfingers with the underlying unit B. This is especially evident in the south wall in the vicinity of stations O + 70, 1 + 50, and 4 + 30. (See figure 2.5.1-24, sheets 2, 4, and 5.) The contact with unit B is everywhere gradational.

Unit B, directly beneath unit A, is continuous around the auxiliary building basement walls and varies from 1 to over

-s 4 ft in thickness. It consists of massive to faintly laminated i gray sandy marl. It has a sugary texture and does not tend to dessicate as readily as unit A. This property provides an easy means for differentiating the units after exposure to the atmosphere. Unit B is dense but poorly cemented and contains widely scattered shell fragments.

A subunit of B, designated B t , has been identified and is pres-ent locally within B. This subunit consists of laminated sandy marl, which is locally fossiliferoun. Subunit B t has been mapped at the base of B in the easterly portions of the north cnd south wall and the east wall. (For example, see figure

, 2.5.1-24, sheet 3.) The contacts between B and B t are highly gradational.

2B-7 Amend. 7 5/84

VEGP-FSAR-2B

)

Unit B is in turn underlain by a thin, relatively discontinuous but laterally extensive limestone, designated unit C. This limestone is light gray, well indurated, and exhibits con-choidal fracture. It is continuous in the west end of the south wall but becomes discontinuous east of station 0 + 80.

East of station 3 + 65, the limestone becomes a series of small, irregular discontinuous pods at varying elevations.

(See figure 2.5.1-24, sheet 4.) Where exposed in the north, east, and west walls, the limestone forms discontinuous lenses at a relatively consistent elevation. It averagen about 1 ft in thickness and dips slightly to the east, being present at about el 127 to 128 ft at the west end of the auxiliary building and 125 ft at the east end.

During excavation of the auxiliary building basement, the irregularity of portionc of unit C led to a special study to determine whether the irregularities could be related to fault offset. The concern was that lenses and pods of the limestone occurring at slightly different elevations might have been offset from one another. The study focused on an area of the south walls at station 2 + 80 and the north wall at station 1 + 70. (See figure 2.5.1-24, sheets 2 and 4.) As both exca-vation and mapping of stratigraphically lower units progressed, it became very evident that the irregularities of unit C were due to processes other than faulting. The continuity of the lower units in the areas of interest precluded the possibility of fault offret. A report was prepared which concluded that the only plausible explanation for the observed irregularities was a combination of erosional and depositional processes.

Underlying the limestone of unit C is medium gray, highly fos-siliferous, sandy to silty marl, designated unit D. This zone, averaging 8 ft in thickness, is continuous around the walls of the auxiliary building excavation. The lithology of unit D is very uniform and its upper and lower contacts are quite sharp.

An abundance of pelecypods rgtaining both valves characterizes this unit. Near the base, a number of very hard, lime-cemented pods and lenses are present at roughly equivalent elevations and have highly gradational contacts with the surrounding marl.

These pods and lenses are believed to represent accumulations of calcium carbonate cement leached from the surrounding fossiliferous marl. They are collectively considered to be a cubunit of D, designated Di.

Unit E underlies D and is a thin, relatively continuous impure limestone. It is light gray, very well indurated, and fossil-iferous. It averages 1 ft in thickness and varies in elevation from 121 ft in the northwest corner of the auxiliary building to 116 ft in the southeast corner. Locally, unit E is diffi-cult to distinguish from Di. This is seen in the north wall between stations 1 + 40 and 1 + 70 (figure 2.5.1-24, sheet 2) 2B-8

' r';

1 VEGP-FSAR-2B QJ where E' is discontinuous and D t is represented by some fairly continucus lenses. In these cases unit E is arbitrarily

, selected as the unit displaying the sharpest contacts with sur-( } rounding units, and the one stratigraphically in between the

\_/ overlying unit D and underlying unit F. The similarity between portions of E and D suggests that both may be cemented deposits resulting from leaching and redeposition of calcium carbonate from the overlying fossiliferous deposits. The relative continuity of E indicates a basic permeability change

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occurring at that horizon in the geologic past. This is a basis for differentiating the overlying unit D from the under-lying unit F.

Unit F, like D, is a fossiliferous marl, which is continuous around the basement excavatfan walls. It is medium gray, sandy to silty, and varies in thickness from 1 to 4 ft. It is dense and well consolidated but poorly cemented and tends to dessi-cate upon exposure to the atmosphere. Unit F includes some cemented limy pods similar to D t. These have gradational contacts with the surrounding material and appear to be secondary in origin.

Unit G is light to dark gray laminated marl, which is present

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A/

locally as lenses interfingering with units F and H. It is relatively continuous in the westernly portion of the south wall but pinches out at station 1 + 50. It reappears between stations 1 + 85 and 2 + 25 (figure 2.5.1-24, sheets 4 and 5) but then disappears for the remainder of the south wall. It is present in portions of the west and north walls and is absent in the east wall. The unit is characterized by very fine sinuous and discontinuous sandy laminations, scattered shell fragments, and small lenticular clay pods. It contains scattered carbonaceous lenses and is well consolidated.

Unit H underlies G and consists of massive gray marl, which is continuous around the excavation. It is dense, well consoli-7x dated, and poorly cemented. Shell fragments are sparse in the

)

(' upper part of the unit but become increasingly abundant towards the base. Unit H varies in thickness from 1 to 6 ft.

Unit I underlies H and is similar to unit E. It is a thin, relatively continuous light gray impure limestone, which-is es generally less than I ft thick. It is continuous around the

/

) excavation walls with the exception of the east wall between station 0 + 79 and the south end of thetwall where it is '

absent.

Unit J, the deepest marl unit exposed in the auxiliary building c excavation, consists of medium gray, massive, fossiliferous f l marl similar to the stratigraphically higher units D and F. It is continuous around the excavation walls with the exception of 2B-9

VEGP-ESAR-2B the east end of the excavation where the upper contact of the unit dips beneath the base of the excavation.

From the preceding descriptions it is seen that the portion of the marl section exposed in the auxiliary building excavation represents cycles of fossil abundance and absence, interspersed with the formation of secondary limestone pods and lenses as a result of leaching of calcium carbonate from fossiliferous zones. Erosional and depositional processes have combined to create some of the interfingering of units as well as irregu-larity of some of the limestone layers.

The upper contact of the Lisbon Formation was exposed around the perimeter of the power block excavation because it exists at an elevation higher than the top of the more localized auxiliary building excavation.

ThetopoftheLisbonFormationl7 corresponds with the top of the Blue Bluff marl. This upper contact was examined in detail and surveyed. It varies from a high elevation of 138.6 ft on the north side of the excavation to a low of 132.0 ft on the south side. The contact is erosional with very minor relief present. The uppermost few feet of the marl is locally weathered to a greenish color, and bioturbations (disturbance of the sediment due to the activity of organisms) were noted locally.

l 2B.3.3.3.3 Barnwell Group Deposits of the upper Eocene Barnwell Group overlie the Blue Bluff marl of the Lisbon Formation and include all of the sedi-ments exposed in the side slopes of the power block excavation.

The contact between Barnwell Group and Lisbon Formation deposits is a disconformity, representing a hiatus in the depositional history of the site.

Ac mentioned previously, four distinct units within the Barnwell deposits have been recognized and are described in this section. These units include, from oldest to youngest:

The Utley Limestone Member, the Twiggs Clay Member, the lh Irwinton Sand Member, and the Tobacco Road Sand Member. These units are illustrated in the stratigraphic column in figure 2.5.1-22.

Although examined and described in detail, the deposits between h the top of the Blue Bluff marl and approximate el 170 ft could not be mapped in detail. (See figure 2.5.1-23.) Consequently, the geologic map of the power block Excavation (figure 2.5.1-23) shows only the detailed lithology of the Tobacco Road Sand and the upper portion of the Irwinton Sand. This was due to extensive slumping of the slopec when excavation and dewatering were suspended during the period between September lh 2B-10 Amend. 7 5/84 k-

N VEGP-ESAR-2B observed which might indicate a hydraulic connection with the deeper artesian aquifer below the marl.

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Seepage from the side slopes of the power block excavation con-tinued duri~ng this period with gradual decline in the elevation of the top of the seepage zone. The zone of seepage was effec-tively obscured when the side slopes were lined with a blanket of riprap up to el 160 ft. Temporary construction dewatering was continued throughout a sicnificant portion of the l7 I~T-construction period.

V 2B.3.4 EXCAVATION AND FOUNDATION CONSIDERATIONS 28.3.4.1 General The excavation for the power block structures for Units 1 and 2 at the VEGP site is roughly square in shape, with two access ramps exiting from the southeast and southwest corners of the excavation. It measures approximately 1400 ft on an edge at the top and 1000 ft on an edge at the toe. The side slopes were cut a gradient of 2:1. The total excavated volume in the f)

V power block was approximately 5 million yd' including the access ramps.

The. original ground surface in the power block area varied from an elevation of about 200 ft to slightly over 230 ft. The major portion of the excavation bottomed in the marl layer at approximately el 130 ft.

Within this larger excavation, a deeper localized excavation was made for the auxiliary building basemat. This consisted of a rectangular area measuring approximately 120 ft by 440 ft.

The base of this excavation was at el 108.6 ft, and the walls were' cut vertically with-a horizontal bench at el 118 ft. The other major power block structures are founded primarily on s j structural backfill at elevations above the floor of the exca-vation.

The excavation is shown in plan view in figure 2.5.1-23. This

, figure shows only the access road at the southeast corner since 1

/~q the one in the southwest corner was graded after geologic

('" j mapping had been performed on the slopes as shown in the  !

figure.

s i Excavation work was started in May 1974 and postponed on September 12, 1974. The bottom elevation of the excavation 7x averaged approximately 145 ft at this time and close to 900,000 yd8 of excavation remained. The excavation work g

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l l

2B-15. Amend. 7 5/84 4

VECP-FSAR-2B renumed by February 1977, and the auxiliary building excavation was bottomed out in October 1977.

2B.3.4.2 Excavation Procedures Excavation work started and progressed very rapidly in the upper sands above the water table at el 160 ft. A large fleet of bulldozers and scrapers was assembled for the job. Very li ttle, if any, ripping was required because of the sandy nature of the deposits; and progress was extremely fast, attaining a maximum rate of 120,000 yd8/ day at the peak of activity. Upon reaching the water table, excavation progress was significantly slowed because of the tendency of the equip-ment to mire in the saturated sands. At this point construc-tion dewatering was begun. The procedures utilized for dewatering are discussed in the following section, but the general approach consisted of trenching a system of parallel ditches to permit drainage from the area between the ditches.

Once dry, these areas would be excavated by bulldozers and scrapers while the ditches were progressively deepened to main-tain dry conditions between the ditches. Excavation below water in the ditches was accomplished by means of two drag-lines.

When the excavation teached the zones of hard Utley Limestone described earlier, limited blasting of the rock was utilized to facilitate its removal. Since the limestone to be removed directly overlaid the marl, which was to form the foundation for structural backfill, it was necessary to control the blasting in such a manner as to protect the underlying marl from damage.

First, the stipulation was made that the contractor not use explosives if conventional methods could be used, even if some difficulty resulted. Further, the use of explosives would be discontinued in any case, if, in the opinion of the engineer, the marl might be damaged as a result of blasting. Blast holes were not permitted to penetrate lower than el 135 ft, and a lh minimum stem of 18 in. was recommended below the charge in each hole. It was recommended that no blast holes exceed 3 in. in diameter and that the maximum charge weight should not exceed 30 lb per delay. The maximum allowable powder factor was set at 1 lb/yd'.

lh Because of the concern for protecting the marl, only very limited blasting of the limestone was performed. The major portion of the rock was removed by first breaking it with a hydraulic ram mounted on a backhoe, then loading it out with conventional equipment.

l 2B-16 L .

e-i

)

i VEGP-FSAR-2B Excavation of the marl was accomplished by ripping, followed by conventional earth moving. The auxiliary building basement excavation was cut with bulldozers and front-end loaders.

Trimming of the walls was accomplished with a backhoe. Some of the hard, indurated limestone layers within the marl described in paragraph 28.3.3.3.2 were first broken with the backhoe-mounted hydraulic ram, then removed by front-end loader. Fine grading of the floor of the power block was accomplished with motor graders in areas underlying future structural backfill and with Gradalls in the nuclear service cooling water tower foundation areas. In the foundation areas, shovels and air hoses were used for cleanup of loose material.

2B.3.4.3 Construction Dewatering The construction dewatering system utilized in the power ulock excavation consisted of a system of east-west dewatering ditches connected by a north-south ditch leading to a sump and pumping plant in the southwest corner of the excavation.

Because of the low permeability of the deposits, the dewatering consultant, Mr. R. Y. Bush, decided that a conventional well-point system would be ineffective, hence the ditch and sump approach. This scheme proved to be successful when the invert elevation of the ditches was maintained 15 to 20 ft below the adjacent grade. This permitted conventional pro-cedures in reasonably dry materials.

Upon reaching the marl, the system of ditches and sump was replaced by a perimeter drainage system as shown in fig-ure 2.4.12-3. This consisted of a buried porous concrete pipe around the perimeter of the power block excavation feeding into three small sumps at the toe of the south slope. Water pumped 7 from the sumps was discharged to debris basin No. 1 southeast of the power block. The buried porous concrete pipe was encased in a granular filter material which was carried up the nurface of the adjacent 2:1 slope to about el 160 ft. This filter blanket

was placed so that there was a minimum of 4 ft of filter material measured horizontally from the face of the slope out to the face of the filter blanket. (See figure 2.4.12-3.) -

This dewatering scheme proved to be entirely successful and construction in the marl layer was able to proceed under totally dry conditions.

28.3.4.4 Slope Protection During the early stages of excavation, intense rainfall of short duration caused severe erosion of the 2:1 cide slopes of the power block excavation. The uncemented sando rapidly 2B-17 Amend. 7 5/4 Y

.w

F l

l VEGP-FSAR-2B washed out forming deeply incised gullies in some areas. These gullies were backfilled with the native soil material and local areas of the slope regraded. One auch area is seen on the geo-logic map (figure 2.5.1-23) in the upper part of the east slope between stations N83 + 00 and N84 + 00. Another larger area exists in the south slope of the access ramp each of station E100 + 00. After regrading the eroded areas, berms were con-structed around the tops of the slopes to control runoff. The surfaces of the slopes were sprayed with the chemical stabili-zing agent Petronet, a colorless liquid that sets up and tends to bond the sand grains together. These measures proved to be reasonably successful in controlling further erosion.

After the resumption of excavation work in 1977, erosion problems further down the slopes were encountered due to seepage of the perched ground water out of the slopes. Since stabilizing agents were expected to be ineffective under these conditions, the lower portions of the clopes were blanketed with riprap to improve stability. The riprap was subsequently covered with a finer grained filter transition material.

Where the 2:1 slopes intersected the cavernous limestone deposit, several cavitics of varying sizes were exposed in the slopes. The largest of these existed in the northwest corner ll of the power block and had an opening measuring 10 ft by 10 ft.

This cavity extended back into the slope some 30 ft before narrowing down to a small cize. Other small cavities were encountered at varying intervals all along the north cide of the power block excavation. It was necessary to fill these cavities so that an effective buttress would be formed against which the future structural backfill could be placed and compacted. This consideration did not require complete filling of the cavities since a prism of fill material placed in the entrance and extending some distance into the cavity would provide an unyielding mass against which the structural backfill could be placed. The cavities were first cicaned of loose debris, then backfilled with crushed rock (Georgia State Standard No. 467). The crushed rock was packed into the h cavities by means of a 20-ft-long ram attached to the blade of a bulldozer. This method proved to be very successful and actually resulted in the crushed rock being forced into small crevices, offecting an essentially complete filling of some of the cavities. The large cavity in the northwest corner was effectively filled in this mar.nor. From the volume of crushed rock forced into the cavity, it was estimated that the cavity llh was completely filled to at least a distance of 25 ft back of the entrance.

To retard crosion of temporary slopes in Category 1 backfill placed in the power block excavation, these slopes were sprayed h with a commercial compound known by the trade name Glassroot.

2B-18 s

VEGP-ESAR-2B It consists of a glass fiber material which was sprayed onto the slope and then coated with a film of asphalt emulsion. This proved to be effective in controlling erosion of the compacted

~

sandy backfill but only for a limited period of time. By late 7 1979, the glassroot/ asphalt coating began to show signs of excessive deterioration. Consequently, the slopes were stripped clean and recoated with gunite, which proved to be more durabic and easier to maintain.

c i 2B.3.4.5 Foundation Cleanup and Protection As mentioned previously, the marl at final grade in foundation areas was exposed using either a motor grader or Gradall.

Loose material was then removed by shovel, broom, and airhose.

On the vertical walls of the auxiliary building excavation, final trim to neat line was accomplished with a backhoe followed by pick and shovel and airhose techniques.

In all cases where final grade was exposed and cleaned off, the marl surface had to be covered in a manner approved by the geologist within 24 h of exposure. On horizontal surfaces the marl was covered either by structural backfill or by mudmat y concrete depending upon whether the particular area exposed was

) in a foundation or backfill area. The vertical walls of the auxiliary building basement excavation were coated with a 4-in.-thick layer of gunite reinforced with welded wire mesh.

In some cases temporary covers such as loose soil or plastic sheeting were employed when the permanent cover material could not be applied within the 24-h limit. In all cases the temporary cover procedure was approved by either the geologist or the Georgia Power Company inspector. Before placing the permanent cover material in any foundation area, the marl was inspected and approved by the geologist or soil engineer in accordance with the procedures described in the following section.

2B.3.4.6 Foundation Inspection and Approval Procedures All areas of marl exposed and cleaned off in preparation for placement of concrete or backfill were examined closely for any evidence of loose or soft zones or geologic discontinuities.

After confirming the absence of such features, the inspecting geologist documented the approval of the area on field founda-tion approval forms. These field approval forms were trans-mitted to the Georgia Power Covpany site personnel for per-manent retention. At intervals, the forms were countersigned by the supervising geologist and soil engineer for the project.

2B-19 Amend. 7 5/84

VEGP-FSAR-2B In addition, photographs of the foundation areas were taken. <

These were logged and transmitted to Georgia Power Company for permanent retention in the field office.

O 28.3.4.7 Foundation Testing As a part of the general marl geologic mapping and inspecting functions, it was decided to carry out a program of coring and testing samples of the marl to confirm the material properties used for design. It was desired to obtain samples for record purposes. The coring and sampling operation was performed under the direction of the geologist and inspector, and the test assignments were made by the soils engineer. 7 A total of 38 core holes was drilled by rotary methods in the floor of the power block excavation at locations selected by the geologist. The hole locations are shown in figure 2.5.1-23. The marl was cored to depths between 4 and 11 ft beneath the ground surface. Four-in.-diameter core samples were obtained, labelled, and placed in wooden boxes for perma-nent storage at the site. Samples for testing were selected by the geologist. These were then wrapped in cellophane, sealed with wax, and placed in special boxes for transportation to the laboratories of Law Engineering Testing Company in Atlanta. lll A total of 31 core sampics was tested for moisture content, bulk unit weight, unconfined compressive strength, and shear strength from one-point unconsolidated-undrained triaxial shear tests. The average wet unit was found to be 105.6 lb/ft',

while the average moisture content was 36.2 percent. The average deviator stress at failure in the strength tests was 39.14 k/ft 2 (272 psi). A complete summary of test results is found in appendix 7 of reference 1. The results obtained are in the range anticipated and show that the marl is a competent foundation material.

2B.3.4.8 Foundation Rebound Monitoring G

In order to monitor the rebound occurring in the Blue Bluff marl layer as a result of removal of approximately 100 ft of the overlying materials, the specialist firm of Goldberg, Zoino, Dunnicliff Associates was commissioned to provide in situ instrumentation. A total of nine heave points was installed at the bottom of drill holes made for this purpoco.

The heave points were installed at the locations shown in fig-ure 2B-1, between approximate el 104 and 126 ft.

Throughout the excavation period, elevation changes of the heave points were surveyed. The measured heave is summarized lh in the table below:

2B-20 Amend. 7 5/84 k

t

[ VEGP-FSAR-2B Period Measured Heave Heave Point No. From To (in.)

1 6/22/74 8/07/77 1.1 2 6/16/74 6/22/76 1.4 3 6/16/74 10/02/74 0.6 l 5 6/16/74 2/26/77 1.7 <

7 6/16/74 6/05/77 1.2 9 6/30/77 8/07/77 1.5 More' complete data is precented in appendix 6 of reference 1.

The measured heave was substantially less than that predicted.  :

2B.

3.5 CONCLUSION

S

. The detailed geologic mapping of: the strata exposed in the

power block excavation at the VEGP site has better defined the l

structure and stratigraphy of this area. A much more compre-hensive and detailed picture of the site geology has emerged as a result of this effort. The general conclusions of the PSAR'"' have been confirmed.

• i_

} '

Two separate marker horizons in the.Irwinton Sand have been mapped around the side slopes of the power block. Both hori-

'zons are continuous and unbroken,. demonstrating the absence of

-faulting in these materials. The upper contact of the strati-l graphically lower Blue Bluff marl of the Lisbon Formation has l'

been mapped with survey accuracy and has also been found to be l7 uninterrupted by offsets. Subunits within the marl have been mapped around the walls-of the auxiliary building basement excavation. These zones were likewise found to be undisturbed by faulting. Minor stratigraphic irregularities noted were shown to be related to erosional and depositional L ,- processes.*** ,

k_'

Surface depressions and subsidence' features mapped in the upper sands were found to be related to collapse of solution cavities '

-in.the underlying limestone. Detailed' examination of the

. exposed marl .and surveying of its upper surface configuration has shown that the marl is free of solution cavities such;as

[)

'/

those~present in the overlying limestone. The marl.was found to'contain no freely draining water and its function.as an aquiclude was confirmed.

-Where-the side slopes of the power block intersected' solution

c  ; cavities in-the' limestone layer, these cavities were backfilled

('s ). with crushed ~ rock to provide a firm buttress against which.

2B-21 JAmend. 7 5/84-1 9

.____..m.___ _ _ . . _ . . . . _ _ _ _ _ _ - - - - - - - - - - - - - - - " ' - - '

VEGP-FSAR-2B structural backfill could be placed and compacted. The back-filling of the cavities was inspected and found to be adequate.

Areas of the marl exposed at final grade were inspected, g approved, and protected in an adequate manner as described in W the report. All foundation areas inspected were found to expose sound competent marl suitable for supporting the backfill and plant structures.

The coring and testing of the marl at selected locations in the power block yielded results which confirm the design parameters used. Results of the rebound monitoring program showed that the measured rebound was less than that predicted, giving addi-tional evidence of the competency of the marl.

The results of the geologic work described in this report lead to the conclusion that the VEGP site is suitable for design and construction of a multiple-unit nuclear generating plant. No geologic hazards were found to exist that might affect safety and licensing considerations.

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2B-22 L

i

)

VEGP-FSAR-2B REFERENCES

1. Bechtel Power Corporation, Report on Backfill __ Material Investigations, two volumes, January 1978.

2. Georgia Power Company, A_lv_in W. Vogtle tJuclear Plant Preliminary Safety Analysis Report, chapter 2.

3. Huddleston, Paul, Georgia Geological Survey, Personal l7 Communication, 1978.

4. Bechtel Power Corporation, Report on Stratigraphic Irregularities Exposed _in the Auxi_liary Building Excavation, February 1978.

5. Bush, R. Y., Consulting Engineer, Dewatering Study - Alvin W. Vogtle Nuclear Plant, January 12, 1973. (500 also subsequent correspondence.)

O 1

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2B-23 Amend. 7 5/84

i VEGP-ESAR-2B BIBLIOGRAPHY i

l Bechtel Power Corporation, Interim Report of Geolocl c_ i

Conditions - Power Block Excavating, October 23, 1974.

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O 2B-24

VEGP-FSAR-5 representative sample. This connection is located close to the same weld connection at the pump discharge and is in the same relative position in each loop.

The hot and cold leg bypass manifold discharge lines join downstream of the manifold and discharge into a common line.

The combined bypass flow passes through a flow indicator before being discharged to the suction side of the reactor coolant pump.

Resistance temperature detectors extend directly into the flow paths to minimize the instrument time delay. Two isolation valves in series are provided on each side of the temperature detector manifold to allow for resistance maintenance. The valve nearest the connection to the main coolant piping is located abcVe the elevation of the reactor vessel nozzles to permit valve repair during cold shutdown, without draining the RCS. In addition, vents and drainn are provided for each manifold, to be used in conjunction with the isolation valve for maintenance.

Signals from the temperature detectors are used to compute the reactor coolant AT (temperature of the hot leg, T hot, minus the temperature of the cold leg, Tcold), and an average reactor 7 f coolant temperature, T avg. The LT and Tavg for each loop is indicated on the main control board 5.4.3.3 Design Evaluation Piping load and stress evaluation for normal operating loads, seismic loads, blowdown loads, and combined normal, blowdown, and seismic loads is discussed in section,3.9.N.

5.4.3.3.1 Material Corrosion / Erosion Evaluation The water chemistry is selected to minimize corrosion. A periodic analysis of the coolant chemical composition is performed to verify that the reactor coolant quality meets the specifications. (See subsection 5.2.3.)

Periodic analysis of the coolant chemical composition is performed to monitor the adherence of the system to desired reactor coolant water quality listed in' table 5.2.3-3.

Maintenance of the water quality to minimize corrosion is accomplished using the CVCS and sampling system which are described in chapter 9.

The design and installation are in compliance with the ASME Code,Section III. Pursuant to this, all pressure-containing 5.4.3-5 Amend. 7 5/84 l

1 E

VEGP-FSAR-5 g welds out to the second valve that delineates the RCS boundary are accessible for inservice examination as required of ASME Code,Section XI, and are fitted with removable insulation.

O 5.4.3.3.2 Sensitized Stainless Steel Sensitized stainless steel is discussed in subsection 5.2.3.

5.4.3.3.3 Contaminant Control Contamination of stainless steel and Inconel by copper, low melting temperature alloys, mercury, and lead is prohibited.

Colloidal graphite is the only permissible thread lubricant.

Prior to application of thermal insulation, the austenitic stainless steel surfaces are cleaned and analyzed to a halogen limit of 0.0015 mg chloride /dm 2 and 0.0015 mg fluoride /dm2 5.4.3.4 Tasts and Inspections The RCS piping quality assurance program is given in table h 5.4.3-2.

Volumetric examination is performed throughout 100 percent of the wall volume of each pipe and fitting in accordance with the applicable requirements of Section III of the ASME Code for all pipe 27 1/2 in, and larger. All unacceptable defects are eliminated in accordance with the requirements of the same section of the code.

A liquid penetrant examination is performed on all accessible surfaces of each finished fitting, in accordance with the criteria of the ASME. Code,Section III. Acceptance standards are in accordance with the applicable requirements of the ASME Code,Section III.

The pressurizer surge line conforms to SA-376, Grade 304, 304N, or 316 wi th supplementary requirements S2 (transverse tension tests) and S6 (ultrasonic test). The S2 requirement applies to each length of pipe. The S6 requirement applies to 100 percent of the piping wall volume. .

The end of pipe sections, branch ends, and fittings are machined back to provide a smooth weld transition adjacent to the weld path.

O 5.4.3-6 L

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VEGP-ESAR-6 O

6.1.2 ORGANIC MATERIALS

/^x 6.1.2.1 Protective Coatings b ~

Certain coatings, which are in common industrial use, may deteriorate in the post-accident environment and may contribute substantial quantities of foreign solids and residue to the containment sump. Consequently, protective coatings used inside the containment, excluding components limited by size

(~w)

(, and/or exposed surface area, are demonstrated to withstand the design basis accident (DBA) conditions and meet the intent of American National Standards Institute (ANSI) N101.2 (1972),

Protective Coatings (Paints) for Light Water Nuclear Reactor Containment Facilities, as well as the recommendations of Regulatory Guide 1.54, Quality Assurance Requirements for Protective Coatings Applied to Water-Cooled Nuclear Power Plants. Information regarding conformance with Regulatory Guide 1.54 is provided in table 6.1.2-1 and further conformance information for nuclear steam supply system (NSSS) equipment has been submitted to the Nuclear Regulatory Commission (NRC) for review via reference 1 and accepted via reference 2.

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A. Regulatory Guide 1.54 is imposed for items located within the containment building as follows:

1. For shop priming of liner plate, structural steel, and fabricated shapes.

2. For shop priming of fabricated pipes, tanks, heat-ing, ventilation, and air-conditioning (HVAC) ducts, and equipment.

3. For field finish painting of steel where called for in drawings and specifications.

4. For surfacing of concrete where indicated in f')

Rj drawings and specifications.

B. Regulatory Guide 1.54 is implemented by requirements as follows:

1. Use of specific coatings systems which are f~') prequalified to ANSI N101.2.

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2. Surface preparation standards.

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3. Surface profile requirements.

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6.1.2-1

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c VEGP-FSAR-6

4. Application of the coating systems in accordance with the paint manufacturer's instructions.

5. Inspections and nondestructive examinations.

6. Identification of all nonconformances. Coatings which do not conform with Regulatory Guide 1.54 are limited in use and are evaluated on a case basis 7

relative to impact on plant safety. An inventory of unqualified coatings is maintained to ensure appropriate control of coatings inside containment.

7. Certifications of compliance and/or documentation procedures to satisfy project requirements.

8. The vendor's procedures are subject to review prior to application, and the vendor's implementation of the specification requirements is monitored.

C. Regulatory Guide 1.54 is not imposed for the following: .

1. Surfaces to be insulated. g

2. Surfaces " contained" within a cabinet or enclosure; for example, the interior surfaces of ducts.

3. Field repair to any small areas previously coated with a qualified coating system such as:

7

a. Bolt heads, nuts, and miscellaneous fasteners.

b. Damage resulting from spot, tack, or ctud welding.

Field touchup and repair of large areas shall be in accordance with Regulatory Guide 1.54. h

4. Small " production line" items such as small motors, handwheels, pipe supports, snubbers, electrical cabinets, control panels, loudspeakers, etc., where special painting requirements would be impracticable. h

5. Stainless steel or galvanized surfaces.

6. Coating used for the banding of piping.

7. Concrete designated to rtceive a sealer coat only. O 6.1.2-2 Amend. 7 5/84 L.

VEGP-FSAR-6 D. The majority of the coatings specified for use inside the containment are the inorganic type (ethyl silicate 17 inorganic zine). The mode of failure of inorganic zinc is powdering rather than blistering and delamination. This failure modo minimizes the accumulation of solid debris in the containment sumps.

Any particles of appreciable size that do occur either settle out prior to reaching the sump screens or are

^'

trapped by the sump filter screens. The screen

opening size (1/8 in.) is smaller than the line piping, the residual heat removal heat exchanger tubes, the spray nozzles, pump running clearances, and clearances in the reactor core so particles that could potentially block the system are filtered out. (Refer to section 6.2 for a discussion of the sump design and consideration given to screen clogging.)

A coating schedule for items inside the containment is given in tables 6.1.2-2 and 6.1.2-3. Approximate paint film thickness and exposed surface area for major components and structures inside the containment are also provided. The painted areas of valve operators, miscellaneous parts on the reactor coolant pump drives, and instrumentation are considered insignificant.

-i

-Exposed concrete in the containment is coated as indicated in table 6.1.2-2.

Protective coatings for use on NSSS components in the reactor containment have been evaluated as to their suitability in post-DBA conditions. Tests have shown that the inorganic zinc, epoxy, and modified phenolic systems are the most desirable of the generic types evaluated for use insido containment. This evaluation considers resistance to high temperature and chemical conditions anticipated during a loss-of-coolant accident, as well as high radiation resistance.

6.1.2.2 Other organic Materials A listing of other organic materials in the containment is included in table 6.1.2-4. The materials listed are not pro-tective coatings applied to surfaces of nuclear facilities.

1 i

6.1.2-3 Amend. 7 5/84

VEGP-FSAR-6 l

l REFERENCES

1. Lotter NS-CE-1352, C. Eicheldinger (Westinghouco) to C. J. I fioltomos, Jr. (NRC), dated February 1, 1977.

2. Letter, C. J. !!eltemos, Jr. (NRC) to C. Eicheldinger l (Westinghouco), dated April 27, 1977. i

3. Picono, L. F., " Evaluation of Protectivo Coatinga for use j in Reactor Containment," WCAP-719_8_-L (Proprietary),

i April 1960, and WCAP-7825 (Nonproprietary), D3 comber 1971.

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) a TABLE 6.1.2-1 (SHEET 3 OF 4)

Position on 9Rn-M$$$ Cowponents Position on %$$S COe00nents Reculatory Cuide 1.9 Position

4. Application of the coat- o Electrical cabinets.

flate documenta*r.* ionqui Consi s-rements ing systems are made Since these i tems a re p rocu red f rom a tent with the of Appendix 8 co 10 CFR 50 in accordance with the t a rge numbe r o f vendo rs, a nd individually pa int manufacturer's have very small surface areas, it is not is also censidered detailed instructions. p ractica l to enforce the complete set of acceptable.

stringent requi rements which a re applied

5. Inspections and non-destructive testing to Category 1 items. Another painting specification is used an these procure-are performed. ment documents. This specification de-fir:es to the vendors the requirements for:

6. %onconformances are 7 identified and 7. Use of specific coating systems which evaluated as discussed a re qua l i f ied to A%S t N101.2.

i n pa ra g ra ph 6.1. 2.1. B .

2. Surface prepa ra t ion.

7. Certifications of cc.u-p t s ance and/o r dacu- 3. Application of the coating systems in mentation pr0cedures accordance with the paint manuf ac-a re fu rn i shed to turer's instructions.

sa t i s fy project require- 4 M

ments. O T

D. Conform. Only cleaners / sol- The vendor's compliance with the require-D. Sect:cos 3 and 4 of AMSI wents which contain less than sents is also checked during quality as- ,8, E101. 4- 19 72 detineate quality assurar.ce require- 100 pps of halogens are surance surveil lance act ivi ties in the f acceptable. vendor's plant. These seasures of con- >

ments for coating materials t ro l provide a high degree of assurance 4 and surface prepJration cf that the protective coatings will adhere f Coatings and C$

sub st ra tes.

cleanir.g materials used properly to the base meta l and with-stand the postulated accident environment with stainless steel shculd within the coetainment busiding.

not be compounded f roe or treated with chemical coe- category 3 - ssa t : Eculpmem pounds containing elements that could contribute to co rros s on, inte rg ranula r Category 3 equipment consists of the cracking, or stress corro- folicwing:

sica cracking. Examples of such chem a ca I compounds e T ra nsmi tte rs.

are those entaining chlor-

. des, fluorides, lead, zinc, e Al a ra ho rn s.

copper, sulfur, or sercury e SaalI instruments.

wtere such eleserts are

[ leacf*able or wnere they (j

3 could be released by break- e Valves.

O., down of the chemical cos- e Heat ewchanger supports.

- pc4#ds ur. der espected envirormentst cordi t ionsThss These i t ems a re p rocured f rom se se ra l (e.g., by radiation). dif ferent vendors and are painted by the t im e ta t ica is ret intended ver.cor en accordance with conventional en to crchibit the use of tri- ir.dustry practices. Because the total N chlorotri-fsuoroettane wasch meets time require- ewposed surface a rea i s ve ry sma l l ,

m ments o f Mi l i ta ry Spec i fi- Westinghouse does not specify further cateca MIL-C-81302b for

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'iq'i D. Active components of the containment spray system are capable of being tested during plant operation.

Provisions are made for inspection of major components at appropriate times specified in ASME Boiler and q(~}/ Pressure Vessel Code,Section XI.

E. The containment spray system components are designed to remain functional during the accident environment and to withstand the dynamic effect of the accident.

F. The containment spray system in conjunction with the containment cooling system is capable of removing x sufficient thermal energy and subsequent decay heat ik % ~ ~+ from the containment atmosphere following the i postulated LOCA or MSLB accident to maintain the h

L*y_- [g, ( , containment pressure'below design values.

y g- G. The containment spray system is designed and

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fabricated to codes consistent with Regulatory

~VJ _, Guide 1.26 as described in table 3.2.2-1 and Seismic p^ Category 1 in accordance with Regulatory Guide 1.29.

'N s' The power supply and control functions are in accordance with Regulatory Guide 1.32.

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at 6.2.2.2.1.2 Power Generation Design Bases. The containment spray system has no power generation design bases.

\ '6.2.2.2.2 System Design

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• ji -6.2.2.2.2.1 . General Description. The containment spray system q~ .

is designed to the codes and standards identified in table 3.2.2-1; flood design is discussed in section 3.4; missile 26, protection is discussed in-section 3.5. Protection against p E sq - dynamic effects associated with the postulated rupture of

(/i ) piping is discussed in section 3.6. Environmental design and s equipment qualification is discussed in section 3.11. The "3

'f . actuation system is. discussed in section 7.3.

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. -, y 6.2.2.2.2.2 System Description. The containment spray system,

[ 6 e shown schematically in figure 6.2.2-3, consists of two pumps, A-- spray ring headers and spray nozzles, valves, and connecting g -' -

piping. Initially, water-from the-refueling water storage tank ,

7 (RWST) is mixed with NaOH from the spray additive tank and is used for the containment spray followed by water recirculated

.,y from the' containment er.argency sump.

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VEGP-FSAR-6 l

At the RWST low-low level alarm the operator may initiate switchover of the emergency core cooling system (ECCS) pumps to the recirculation mode of operation. Following ECCS switchover the operator manually realigns the spray system to take suction from the containment emergency sumps. The RWST is sized to give the operator a minimum of 20 min from receipt of the ow alarm until initiation of switchover. Adequate transfer allowance is provided to allow the operator to perform the switchover sequence without securing the containment spray pumps. The total amount of borated refueling water injected into the containment by the charging, safety injection, residual heat removal, and containment spray pumps will provide a sump pH of 8.5 or above when mixed with the contents of the l7 spray additive tanks which have been injected.

No single failure can prevent the switchover of one of the two redundant containment spray trains, which consists of a pump and spray header arrangement. The containment pressure transient analysis shows that only one of the two redundant spray trains is necessary to prevent containment pressure from reaching the containment design point. Thus, even if one train is not available following the switchover, the remaining operating train is sufficient to control containment pressure, assuming that four of the eight containment fan coolers are also in operation.

6.2.2.2.2.3 Component Description. The mechanical components of the containment spray system are described in this section.

Component design parameters are given in table 6.2.2-4. Parts of the system in contact with borated water are stainless steel or an equivalent corrosion-resistant material.

Corrosion tests have been performed on the materials that the spray would come in contact with, e.g., the paint on the inside of the containment structure. (Tests are detailed in WCAP-7825.) These tests have shown that no significant amount of corrosion products is produced. Those corrosion products or any chemical precipitation of appreciable size that does occur is trapped by the sump filter screen. The screen size is smaller than the line piping, residual heat removal heat exchanger tubes, and the spray nozzles, so that particles which could potentially block the system will be filtered out. The

, spray nozzle material (stainless steel, SA351) was chosen for &

W its resistance to corrosion. Tests have been performed on this material in the same type of NaOH boric acid environment that the nozzle would see during spray actuation. (Corrosion tests of austenitic stainless steel are detailed in WCAP-7803.) The resulting corrosion levels were very low.

O 6.2.2-8 Amend. 7 S/84

[.

l f~ - ncew . wc t,p a 6.4 HABITABILITY SYSTEMS The control room habitability systems include missile protection; radiation shielding; radiation monitoring; chlorine 7

(~)x

(_ and smoke detection capability; air filtration, adsorption, and pressurization;'and air-conditioning, lighting, personnel support, and fire protection equ.ipment. (Refer also to section 3.1 for a discussion on conformance with 10 CFR 50, Appendix A, General Design Criterion 19.)

f~

The heating, ventilation, and air-conditioning (HVAC) equipment discussed in this section is also discussed in subsection 9.4.1 which is directed toward normal use of the equipment. This section only addresses emergency service requirements and the response and operation of control room HVAC equipment under emergency conditions. Other equipment and systems are de-scribed only as necessary to define their connection with con-trol room habitability. Reference is made to other sections as appropriate.

6.4.1 DESIGN BASES

/~' The safety design bases for the control room habitability sys-( . tems are as follows.

The habitability systems provide coverage for the control room envelope defined in paragraph 6.4.2.1.

The control room emergency ventilation and air-conditioning system is capable of maintaining the control room atmosphere in a condition suitable for prolonged occupancy throughout the duration of any one of the postulated accidents discussed in chapter 15.

The control room emergency ventilation and air-conditioning system is capable of maintaining an environment suitable for

sustained occupancy for a five-person minimum, with higher occupancy levels for shorter periods of time.

Food, water, medical supplies, and sanitary facilities are provided for a minimum sustained control room occupancy of five persons for 5 days. The control room will have.approximately

-five hundred 130-mg potassium iodide tablets.

}.

The radiation exposure of control room personnel through the duration of any one'of the postulated limiting faults discussed in chapter 15 does not exceed the limits set by 10 CFR 50, Appendix A, General Design Criterion 19.

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.6.4.1-1 Amend. 7 .5/84' E .-

VEGP-FSAR-6 The habitability systems provide the capability to detect and protect control room personnel from smoke, chlorine, and l7 airborne radioactivity.

Respiratory, eye, and skin protection is provided for emergency use within the control room envelope.

The control room essential HVAC system is capable of automatic and manual transfer from its normal operating mode to the emer-gency or isolation modes. Smoke, radiation, and toxic gas detectors and control equipment are provided at plant locations as necessary to ensure the appropriate operation of the system.

A single active failure of any component of the control room essential HVAC system, assuming a loss of offsite power, does not impair the ability of the system to function. Each train of the control room HVAC system is connected to a separate and independent Class 1E power supply. l3 The control room essential HVAC system is designed to remain functional during and after a safe shutdown earthquake. All airducts and their supports above the control room suspended ceiling, as well as the ceiling itself, are Seismic Category 1.

The control room normal HVAC system is described in subscction 9.4.1.

Protection of the habitability systems in the control room from wind and tornado effects is discussed in section 3.3. Flood design is discussed in section 3.4. Missile protection is dis-cussed in section 3.5. Protection against dynamic effects associated with the postulated rupture of piping is discussed in section 3.6. Environmental design is discussed in section 3.11. The fire protection system is discussed in subsection 9.5.1. The fire hazard analysis is discussed in appendix 9A.

The control room ventilation isolation is described in subsection 7.3.6. The design of the control room habitability system meets the intent of Regulatory Guides 1.52, 1.78, and 1.95 as discussed in section 1.9.

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O295V Amend. 3 1/84 6.4.1-2 Amend. 7 5/84

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VEGP-FSAR-6 L -

stainless steel, has face guards on both sides, and is water and fire resistant. HEPA filter elements are manufactured and tested prior to installation in accordance with MIL-F-51068, as modified by Nuclear

, i Regulatory Commission Health and Safety Information Issue.306. The. filter element minimum acceptance cri-terion is removal of 99.97 percent of 0.3-pm

thermal-generated, monodispersed dioctyl phthalate particles.

f l( ) E. Carbon Adsorbers i

The carbon,adsorbers for the essential air handling

, units are of the bulk type, are 4 in. deep, and have 4

an all-welded design. The carbon adsorbers are a rechargeable type. Minimum air residence time in the carbon is 0.5 s at a nominal face velocity of l 40 ft/ min. An 8 x 16 mesh-of impregnated, activated

.. charcoal is used in each filter.

[1 F. Cooling Coil i The cooling coils are of nonferrous construction with copper fins mechanically bonded to seamless 90 percent  :

copper /lO-percent-nickel tubing. Coils are arranged for_counterflow operation using chilled water. The '

tube bundle is enclosed in a stainless steel frame.

Coils are arranged for. horizontal airflow and are pro-vided with inlet and. outlet piping, vent, and drain connections. The chilled water system is discucsed in subsection 9.2.9. The cooling coil is Seismic Category 1 and American Scciety of Mechhnical EngineersSection III, Class 3.

) G. ~EmergencyLFiltration Train Fans

/ "' The emergency' filtration train fans are Seismic Category l'and are~ capable of delivering

. J 25,000-ft 8 / min flowrate with all filters at their-

~decign pressure drop. Fans:are chosen with a steeply rising pressure-flow-characteristic to; maintain a [

reasonable constant, airflow over the full filter train ilife. . Fan and motor' materials.are suitable for oper-f(~T 'ation~underithefenvironmental conditions.-associated.

\_)J .with the. postulated DBA,'in conformance with L ' Regulatory' Guide l.5;2, as; discussed:in section 1.9.

m ,

6.4.2-3 4

4 ,, . . - _ w -

_ J

VEGP-FSAR-6 H. Control Room Return Fan The emergency control room return fans are Seismic Category 1 and are capable of delivering 24,740-ft'/ min flowrate. Fan and motor materials are suitable or operation under the environmental conditions associated with the postulated DBA.

I. Ductwork and Dampers The system ductwork and dampers are Seismic Category 1 and are designed in accordance with Regulatory Guide 1.52. Ductwork is redundant where required to provide functional support to active components in meeting the single active failure criteria. Leaktight ductwork and bubbletight isolation dampers are provided, where required, to isolate the system from unfiltered outside air.

In general conformance with Position C4 of Regulatory Guide 1.52 as discussed in section 1.9, accessibility and adequate working space for maintenance and testing operations are provided in the design and layout of the air purification system equipment.

J. Control Room Access Doors To minimize inleakage, the control room access doors are equipped with self-closing devices that shut the doors automatically following the passage of person-nel. Alarms are also provided to annunciate if.any of the doors are open after a changeover to emergency operation. Two sets of electrically interlocked doors with a vestibule between, acting as an airlock, are provided at each of the two entrances and the emer-gency exit to the combined control room and associated spaces.

K. Isolation Dampers O System isolation dampers are capable of automatically closing in 6 s after receipt of an actuation signal, as verified by manufacturer testing. The isolation l7 dampers are tested as bubbletight dampers for zero leakage.

lh L. Chlorine Detectors Redundant chlorine detectors are installed in the con-trol rcom ventilation outside air intake plenum.

These detectors indicate the presence of chlorine in concentrations of 1 ppm. Response time is 8 s at 6.4.2-4 Amend. 7 5/84 u

VEGP-FSAR-6 5 ppm chlorine concentration with the alarm setpoint of 1 ppm.

/~N M. Radiation Detectors l7

.0 Redundant radiation detectors are installed in the con-trol room ventilation outside air intake plenum.

Each unit is responsive to gaseous ectivity at concen-trations as low as 10-' pC1/cm' of Xe-133. Airborne

(~N particulate and iodine activities are also detected.

A ,I %

The detectors are described in section 11.5.

N. Smoke Detectors Redundant smoke detectors are installed in each control room ventilation outside air intake (a total of four detectors). These detectors indicate the presence of smoke entering the control room envelope from outside. Redundant smoke detectors are also installed inside the control room envelope. These smoke detectors detect smoke inside the control room envelope.

O

\/

Each smoke detector actuates an alarm in the control room on the HVAC control panel.

O. Breathing Apparatus Self-contained portable breathing equipment with air bottles is stored within the habitsbility area of the control room. The quantity available is sufficient to allow manning of five people for 6 h each for each individual (30 h).

The remainder of the system, i.e., supply /recircu-lation fans, exhaust fans, ductwork, and dampers, are components that function during normal operation and are described in subsection 9.4.1.

( )

m t

k_/

6.4.2-5 Amend. 7. 5/84

1 VEGP-FSAR-6 6.4.2.3 Leaktightness The exfiltration and infiltration analyses are performed usir.g the methods and assumptions given in American Society of Heating, Refrigerating, and Air-Conditioning Engineers Handbook of Fundamentals and Regulatory Guide 1.78. The leakage rates were calculated using the following equations:

Penetrations and Doors e

A.

q = 4005A YP where:

q = leakage rate per unit leak path (fta/ min).

A = leak path flow area (fta),

P = differential pressure (in. WG).

4005 = unit conversion factor.

B. Dampers Leaktightness is determined from actual test data on O dampers.

The leak paths en:.r,idered are ductwork, piping, and electrical penetrations; dampers and doors; and construction joints and materials.

Table 6.4.2-2 provides a listing of leakage data and total leakage rates for potential leak paths. For analysis of exfil-tration from the pressurized control room envelope, a positive 1/4-in. WG pressure differential is considered for all leak paths resulting in a total outleakage of 260 ft /3 min. For analysis of infiltration to the unpressurized control room _

envelope, a negative 1/8-in. WG pressure differential is consi-dered for all leak paths resulting in a total inleakage of +

185 ft 3 / min, although the control room envelope is pressurized during normal operation. The normal outside air supply is designed to pressurize the control room to 1/4 in. WG and is sized to deliver up to 3000-fta/ min flowrate into the control room during the normal mode of operation. Based on the rate of h outleakage, this flowrate is adequate to maintain a 1/4-in.

positive pressure in the control room envelope during normal operation.

O 6.4.2-6 L

l - ,,4. -- -

/

,T VEGP-FSAR-6 V

6.4.2.4 Interaction with Other Zones and Pressurized Equipment The outside air intake duct is located such that:

p)( A. It is protected from the effects of a main steam line break.

B. It minimizes the introduction of airborne radioactive material from unit release points.

()

C. It minimizes the introduction of diesel generator exhaust and other noxious gases.

The probability of radioactive material, noxious gases, or steam being transferred directly into the control room from adjacent areas and buildings other than through the outside air duct is minimized by the following design arrangements and con-siderations.

A. The control room is maintained at 1/4-in. WG pressure above atmospheric to prevent infiltration of. air during normal conditions. The volume of the control room and other' space protected by the habitability f-~g system is approximately 180,000 ft3 The outside air T ,j supply of-3000 ft / 3min for the normal mode ensures pressurization of the area in excess of 1/4 in. WG so that all flow of air through the potential leakage paths, doors, ductwork, filtration units, and cable penetrations is outward and not invard. The outside r

air intake is through the plenum system at el 281 ft 0 in. The inlet to the plenum is through openings at the upper part of the building above the roof. The~

plenum system is designed as a Seismic Category 1 structure,- which is an integral part of the building structure.

The two air intakes are located at the southeast and g southwest corners of the control building. There is no' direct horizontal path from any sources of radio-activity, noxious gases, or steam to the air intake.

B. The normal releases from the auxiliary, fuel handling, and. containment buildings are exhausted through an 7(,j 7

') elevated stack atop the containments. This precludes any direct transfer of contaminants to the control room intake.

C. The control room consists of two air spaces separated partially by a suspended ceiling. The upper air space r~ contains cable penetrations (sealed) from.the upper (3j' cable spreading room above, Seismic Category 1 duct 6.4.2-7 .

VEGP-FSAR-6 hangers, Seismic C&tegory 1 tray hangers, Seismic Category 1 ceiling hangers, recessed light fixture enclosures (with power connections), and the Seismic Category 1 HVAC air ducts. There is no leakage path from any of these attachments nor penetrations in the 8-in. floor slab to the cable spreading room above the control room. The suspended ceiling is not sealed from the lower air space containing the control room equipment.

D. The floor of the control room contains sealed cable h penetrations from the cable spreading area below the control room. 'Thece is, therefore, no leakage path from the lower cable spreading room through the con-trol room floor into the , control room.

E. There are three doorways into the combined control room:

1. At the northwest corner of the control room.

2. In the south wall of the control room.

3. At the lockad emergency exit in the east wall of the control room.

The doorways to the control rcom are each arranged with two sets of doors acting ss an airlock. The doors are provided with setle to reduca leakage and to maintain pressurizntion. The doors are provided with alarms for security and to alert the operator if any of the doors are open.

F. The ductwork for the essential HVAC system for the control room under accident conditions is separated from connections to other areas or to the normal oper-ating HVAC air handling units by two Seismic Category 1, bubbletight dampers independently actuated and powered by the two engineered safety features trains. Each isolation damper automatically closes when an emergency air handling unit is started in the corresponding safety train. The emergency air handling units start automatically on any of the following signals: safety injection, toxic gas in the outside air intake, or high radiation levels in the g

outside air intake. In the event of high chlorine levels in the outside air intake, the control room is l7 automatically isolated from the outside intake. Under emergency conditions, filters are used for the makeup 9

6.4.2-8 Amend. 7 5/84 v

1

(~ '

VEGP-FSAR-6 6.4.3 SYSTEM OPERATIONAL PROCEDURES The control room normal and emergency airflow schematic is QV shown in figure 9.4.1-1.

6.4.3.1 Normal Mode Control room heating, ventilation, and air-conditioning (HVAC)

O system operation in the normal mode is described in subsection 9.4.1.

6.4.3.2 Emergency Mode (High Radiation, Safety Injection)

The detection of high radiation levels in the control room outside air intake shall cause the initiation of the control room isolation (CRI) signal. The CRI signal causes activation of the essential air filtration units followed by the closure of 3 the isolation dampers between the normal and essential systems.

The control room nernal air handling units will automatically trip na the isolation dampers close. After automatic activation of both trains for emergency operation, one train may be

( manually transferred to the emergency standby mode from the 1

control-room, while the ether train continues to operate in the emergency mode. During this mode of operation, conference room, kitchen, and toilet exhaust ducts are also isolated through automttic closure of the icolation dampers on the receipt of the CRI signal.

6.4.3.3 Isolation Mode (Toxic Gas')

Isolation mode of the control room emergency HVAC system occurs when a toxic gas signal is initiated due to the presence of toxic gas (chlorine) in the outside air intake. The toxic gas signal automatically activaten both trains of emergency air l7

() filtration system and closes the isolation dampers in the outside' air intake. 2he normal air handling units are automatically tripped and' isolated following the actuation of the emergency units.

-In this mode of operation-both essential air filtration units

[}

run in the recirculation mode without outside air. -The air

. from the control room is continually recirculated, cooled, and filtered by the essential air. filtration units. Upon verification of~one train of essential air filtration unit ,

operation, the control room operator may manually isolate the other train and put it in emergency standby mode from the-

~

7s, i control room.

'(_/. l l

Amend. 3 1/84 6.4.3-1 Amend. 7 5/84 i

VEGP-FSAR-6 After making sure that there is no toxic gas in the intake duct, the control room operator manually purges the normal HVAC system before it is put back into service.

6.4.3.4 Smoke Removal Mode This operation mode is provided to remove smoke from the control room envelope by exhausting smoke-contaminated air to the atmosphere while introducing 100-percent outside air as dilutant makeup.

When there is smoke inside the control room, interior smoke detectors are actuated and sound the alarm in the control room.

The operator analyzes the situation, closes isolation dampers for all filtration units if necessary, and activates the l3 solenoid valve, then manually closes the isolation dampers to isolate the control room.

In this n. ode of operation, 100-percent outside air from the antake plenum at el 261 ft 0 in. is supplied by a normal air h&1dling unit which purges the control room. The control room smoke return / exhaust f an exhausts the- air by discharging it to the outside At el 302 ft 0 in.

When there is smoke outside the control room, the smoke detec-tors in the outside air intake plenum actuate the annunciatcr alarmn in the control room. The operator then analyzes the situation on the HVAC panel and, if necessary, actuates the isolation mode described previously in paragraph 6.4.3.3.

O O

O O298V 6.4.3-2 Amend. 3 1/84

w VEGP-FSAR-6 6.4.4 DESIGN EVALUATIONS 2

6.4.4.1 Radiological Protection 4

L The effects of potential radiological accidents are analyzed in chapter 15. The radiological protection afforded to the

' operators in the event of an accident is described in sub-sections 6.4.2, 12.3.2, 12.3.3, and 12.3.4 and in section 11.5.

i n

/ ^.

6.4.4.2 Toxic Gas Protection Control room protection from the effects of toxic gases is in accordance with Regulatory Guide 1.78 as discussed in subsection.2.2.3. The analysis of potential sources for toxic 1 gases is presented in subsection 2.2.3, and the probability of exceeding the toxic concentration limits at the control room intake was determined to be less than the 10 7 criterion of Standard Review Plan 2.2.3. Therefore, no furcher analysis is .

. required for the chemicals stored or shipped past the site.

Ae required by Regulatory Guide 1.95, control room protection is provided against chlorine which could enter the control

.( ) room. The distance of the chlorine storage for the nuclear service cooling water system is 195 m. (See figure 6.4.2-2.)

While this is 5 m less than the minimum storage distance for a 1-ton cylinder (200 m) given in Regulatory Guide 1.95, Table 1, 3

' the difference is not significant, and the intent of Regulatory Guide 1.95 is met as shown by the analysis in subsection 2.2.3.

i 6.4.4.3 -Implementation of Design Bases l>

Control room habitability system components discussed in para-graph 6.4.2.2.2 are arranged in redundant safety-related venti-lation. trains as~shown in figure 9.4.1-1. The location of components and ductwork within the control-room envelope-ensures.an ingiaccess asadequate shown insupply of filtered air to all areas requir-figure 6.4.2-1.

'f"

< j

^ f(_N / l jkh -  !

N/-

6.4.4-11  : Amend. 7 5/84;

VEGP-FSAR-6 l

Sy using chilled water cooling coils, the centrol room essen-tial air-conditioning system maintains the temperature between 70 F and 80 F and the relative humidity below 50 percent. The control room pressure is maintained at least 1/4 in. WG above atmospheric pressure during normal operation. The control room essential air-conditioning system maintains the same tempera-ture and humidity conditions when operating in the emergency and isolation modes.

The control room air-conditioning system is capable of removing 5

sensible and latent heat loads of 1.1 x 10' Btu /h and 2.2 x 10 Btu /h, respectively, which includes consideration of equipment heat loads and minimum personnel occupancy requirements. The transfer to emergency or isolation operation mode does not create a hazard for CO2 buildup. In case of emergency opera-tion, there is a supply of outside air of 260 ft'/ min and the long term equilibrium for CO2 will remain below one part per thousand for a five-person occupancy. In case of isolation mode operation, where the control room is sealed, the critical level of 3 percent would be reached in 5 days for an occupancy of five persons. The technical support center will provide an additional habitable location to relieve crowding in the control room as discussed in paragraphs 9.4.1.8 and 9.5.10.2.

Food, water,, medical supplics, and sanitary facilities are provided for a minimum occupancy of five persons for 5 days.

Storage locations provided ensure that the above supplies will not be contaminated as a result of pcstulated accidents. Tne supply of food and water is sufficient for a prolonged occu-pancy because outside supplies can be provided within the 5-day interval.

The control room air purification system and shielding designs are based on the most limiting design basis assumptions con-tained in Regulatory Guide 1.4. Automatic transfer of the con-trol room from the normal heating, ventilation, and air-conditioning (HVAC) system to the essential system is accom-plished upon receipt of a control room isolation signal which is generated on receipt of the high-radiation signal from the lh outside air intake duct radiation detector, the safety injec-tion actuation signal, or the high-toxic gas signal from the outside air intake duct toxic gas detector. Transfer to the essential system also may be manually initiated from the control room. Local audible alarms warn the operators to shut the self-closing doors should they be open for some reason h after transfer to the emergency mode. Refer to subsection 7.3.6 for a discussion of the actuation logic.

The airborne fission product source term in the reactor containment following the postulated loss-of-coolant accident (LOCA) is assumed to leak from the containment at a rate of 6.4.4-2

VEGP-FSAR-6 v

0.2 percent per day for the first 24 h after the accident and 0.1 percent per day thereafter. The concentration of radio-activity, which is postulated to surround the control room after the postulated accident, is evaluated as a function of wj the fission product decay constants, the containment spray system effectiveness, the containment leak rate, and the meteorological conditions ascumed to occur. The assessment of the amount of radioactivity within the control rcom takes into consideration the flowrate through the control room outside air

intake, the effectiveness of the control room air purification

'_) system, the radiological decay of fission products, and the exfiltration rate from the control room.

Air within the control roem is recirculated continuously through the emergency air-conditioning units, which contain upstream high-efficiency particulate air (HEPA) filters, char-coal adsorbers, downstream HEPA filters, cooling coil, and fan, to control the room temperature and airborne radioactivity.

The outside air required for pressurization is mixed with the return air before it enters the filtration unit. During the emergency mode of operation, the control room HVAC is designea to pressurizo the control room to 1/4-in. WG pressure to prevent unfiltered inleakage.

t S

(/ _

Doses to control room personnel resulting from a postulated LOCA are presented in section 15.6. A detailed discussion of the calculational models is given in appendix 15A. Air leaks have been taken into account in the calculations for ingress and egress losses in conformance with Regulatory Guide 1.78.

Control room shielding design, based on the most limiting design basis LOCA fission product release, is discussed in sec-tion 12.3 and is evaluated in chapter 15.

As discussed and evaluated in subsection 9.5.1, the use of noncombustible construction and heat- and flame-resistant

~~ materials throughout the plant minimizes the likelihood of fire t

i and consequential fouling of the control room atmosphere.

Redundant chlorine detectors are provided in the control room air intake plenum upstream from the isolation dampers. These detectors meet single failure criteria. Alarms and control logic are provided to warn the operators and automatically 7 isolate the control room when chlorine is present in hazardous

~s quantities. The sensitivity of the detectors and the closing time of the valves is such that the amount of chlorine introduced when homogeneously distributed throughout the control room is below allowable concentrations in accordance with Regulatory Guides 1.78 and 1.95. Within 10 s after arrival of 6.4.4-3 Amend. 7 5/84

VEGP-FSAR-6 chlorine at 1 ppm, the detectors initiate complete closure of l7 the isolation dampers to the control room. Refer to subsection 7.3.6 for a discussion of the actuation logic. In the event of a toxic chemical release, the detectors in the control room ventilation system outside air intake and the related logic function to stop the normal HVAC units and exhaust fans, close the outside air intake and exhaust dampers, and start the emer-gency HVAC units in the isolation mode. This limits the amount of toxic gas entering the control room to the amount that leaks through doors, dampers, and other openings. Air infiltration rates during the isolation mode are discussed in para-graph 6.4.2.3.

A supply of protective clothing, respirators, and self-contained breathing apparatus adequate for at least five per-sons is stored at specified locations within the control room envelope. Five persons is the design basis operating shift crew size for operation as described in section 13.1.

To protect against high airborne radioactivity inside the control room, the control room HVAC system i s automatically traneferred from the normal node to the essential mode of operaticn upon receipt of a control room outside air intake high radiation signal. Transfer of the system to essential or isolation modes may also be initiated manually from the control room er automatically upon receipt of an out.si de air intake high-toxic gas signal. Local, audiclealarmswarntheoperatorsl3 to shut the self-closing dcors, should the doors be open after tne transfer.

The filtration and cooling functions of the control room HVAC system may be performed fully even if the capability of the system is reduced by a single active component failure within the system or its supporting systems. Should one recirculation air filtration unit fail, the redundant train will provide the required cooling and also provide the required filtration, should an excessive pressure drop develop across the other filter train. Normally open isolation dampers are arranged in series, so that the failure of one damper to chut upon transfer to the emergency mode will not prevent isolation. There are two emergency diesel generators for each unit. If one of the emergency diesel generators fails to start and assume its load, the control room emergency ver.tilation system equipment powered &

W by the other diesel generator will provide the required electrical power.

A failure modes and effects analysis is provided in table 6.4.4-1.

O Amend. 3 1/84 6.4.4-4 Amend. 7 5/84 t-

TABLE . 6. 4. 4 (SHEET 13 l OF. L15 ) . ,

. Plant . .

Ope r- Method Failure Effect . Co To' '

. Item i Description Sa f'e ty . 'ating .Faifuro of ra ! t a re on System Safety' Item-

, :A; Of.C09D0nent Function- Mode ' 290def$1 Detectico. ' funct ion Ca pa b i I i tv Cene ra l .Rema rks' No . .

?

~56. HV12163 air-operated Remain open A- Inadvertent Position indicating None. Damper can be Common to Units 57 -

L on-off; dampers N0/FC , to allow flow closed l igh+s - manually opened. 1 and 2.

of air in~'

normal and'. 8,  : Fall to Positioq Indicating None, item 55 smoke modes,, .C' 'close, ligh*s available.

and close on-

-#' CRI and toxic- D None. Damper can be

' inadvertent . Pos i t lu.) indicating' manually opened. -

' modes so that' closed lights ,

EFU wi i I ' p ro-

-vide HVAC

57. '

1-1531-87-002-000 Provide motive B,'C, . Mechanical f l ow a l a rm, low; None. Loss ' or tra in A. 58-

' fan, ran shaft - powe r to c i r- D.' .

failure . temr>eraturo a la rm, Tra in B ava ilable.

1. . bea ring, motor, etc. culate air- high

• 7

. 58. :1-1531-87-004-000 Provide motive . B, C,- Mechanical Flow alsrm, low; None. Loss of tra in B. 59

-ran, fan shaf t, powe r to c i r- ' D fa i lure tempe ra ture a la rm, Train A available, high n g-- . bea ring, motor, ' etc. culate air p'<

- - 59. Cl mon i to r .' Monitor Cl C Fall to give Cl2 concentration None. Automatic if Cl2 concon- 60 - y$ ,

1Ak1S12110 concent ra tion a l a rm a t alarm high nn ces . isolation of Unit 1 t ra t i on is also

of intake air, high.Cl2 monitor I AT1S12112 side intake by high in Unit 2 i and a la rms at concent r6- closing dampers air intake go on N2 Cl 2concen t ra- tion 1HV12114 and rec i rcu la t ion In .i 4 , ' tion,'and . 1HV12115. Use Unit mode with no >'

isolates in- 2 air intake. outside air intake. W -*

i- take air Fa l se a lc rm , No a l a rm on 012

[

i None. Cig concen-i monitor 1 ATIC12112 tration a s not high.

i.

1{w

- :3 ,

a p,-

Q us.

.N'

~ co b

I t

b  :

3 .

- . ~

7 3'

,[, _ ;h y p

[V "p'

,3-- -

([ d V' d d' M TABLE ' 6.4.4-1 -(SHEET 14 ' OF 15)-

~

Plant-Oper- Method' 'raifure Effect- Go,To

. Item. Description . Safety. ating Failure or fai8nte. 'on System Safety Jitem 7L;. ,or Component, -Function Mode d _elsJ

!4o,. pglec h n, Function Capability-' Gene ra l Remarks" No.

' 60.

CI ' mon i to r ' Monitor C1 C; rail to give Cl2 concentra tion None. Automatically if'Cl2 concen- 61'

1AT1S12112,  ; concentra tion . a la rm a t diarm hlsh on Cl2 isolate Unit 1 side .tcation is also of intake air, high CI mon i to r.1 AT1512110 intake by closing . high in Unit 2 air-alarms at high concen t ra- dampers 1HV12115 and intake, go on re-Cl, concentra- ~ tion 1HV12115. Use Unit circulation mode tion, and 2 air intake. with no outside isolates in- '

air intake

.take ai r Fa l se a la ra. No alarm on Ctr None. Cl2 concen-

."nitor 1 ATIS12110 tration is not high.

~

'61. ~ Smoke monitor-

~

Monitor smoke . C rail to give Sacke ala rm 8 sgh on . None. Automatically ir smoke con-1 62

.1AE12167 in intake air . smoke alarm smoke sonitar isolate Unit I side centration is also and a la rms a t at high 1AE12156 Intake by closing high on Unit 2-high smoke smoke con- dampers 1HV12114 and a i r intake,

. concent ra t ion cent ra t ion 1HV12115. Use Unit go on reci r-and isolates 2 a i r intake, culation mode intake air .

with no outside False alcrm No a la ra. on smoke None. Smoke con- a i r inta ke monitor ? AE12166 cent ra t i on is not high. h.

o 624 Smoise monitor. *u Monitor smoke C. Fall to give Smeke alarm high on None. Automatically if smoke con- 63 1 38E'12166 in' intake air ' smoke a la rai smoke monitor isolate Unit 1 side centration is also N a nd a la rms a t at high 1AE12167 intake by closing high in Unit 2 ~y high smoke - smoke con- dampers 1HV12114 and a i r intake y concentra t ion cent ra t ion 1HV12115. Use Unit go on reci r-and isolates- 2 a i r intake, culation mode os intake ai r with no outside

. Fa l se a la rm No alarm on s.moke None. Smoke con- a ir intake monstor 1AE12167 centration is not high.

63.- Radiation' monitor Mon i to r . C' fa i l to Radiation al arm None. Use EFU to 64 1RE12117 radiation in give radia- high on radiation ri t ter iodine. Item intake air tion alarm monitor 1RE12116 66 available also.

and alarms at at high high radia- rad ia tion tion level g- False alarm No a f a rm en radia- None. Radiation

=- '

tinn monitor level is not high.

.Q 1RE12116

.c.

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-- - --: 6- a N eC OW0-b-C MM O

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6 ==g gC b

.= 6

& e- m 3 CV MV mO to e C '3 O en C C - = - e ee eL -

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6 >

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-Amend. 3 1/84 Amend.-7' 5/84

i-i l

1 VEGP-ESAR-6 6.4.6 INSTRUMENTATION REQUIREMENT The indications in the control room to monitor the heating, O, .ventil'ation, and' air-conditioning (HVAC) systems are listed in table 6.4.6-1.

Instrumentation required for actuation of the control room essential HVAC system is discussed in paragraph 6.4.2.2.2 and

in subsection 7.3.6. The control room ventilation logic diagram is shown in figure 7.3.6-1.

Details of'the radiation monitors used to provide the control room indication actuation signal for the control room essential

4. ventilation system are given in section 11.5.

The chlorine detector sensitivity and response time are provided 7 in paragraph 6.4.2.2.2 and table 7.3.6-1.

l The instrumentation is designed as Seismic Category 1. A i description of initiating circuits, logic interlocks, periodic

. testing requirements, and redundancy of instrumentation i

relating to control room habitability is provided in subsection

? 7.3.o.

ys <

\) -

i 4

i

~

a.

-p.

Q. .

V 6.4.6-1 Amend. 7~ 5/84:

l l

l

~

VEGP-FSAR-6 i

, TABLE 6.4.6-1 J.

. CONTROL ROOM HVAC INDICATIONS AND ALARMS Control room differential pressure (high or low alarm)

Control room area radiation (indication and high alarm)

' Control room smoke (high alarm)

U<w Smoke in. control room intake (high alarm)

Radiation level in control room intake (indication and high alarm)

-Chlorine gas in control room intake (recorded and high alarm)

Fan operating status 17 Isolation damper position i Differential pressure across first HEPA filter (indication and

. high alarm) '

Differential pressure across total filter unit (indication, j recorded, _and high alarm) i-Moisture content downstream of the moisture eliminator (indication and high alarm)

Temperature in charcoal filter (indication and high alarm)

Temperatare of-filter unit ~ upstream and downstream of the 4.

charcoal filter (indication)

. Airflow rate at-filter unit' outlet (indication, recorded, and high or low alarm)

(

-Open control room access doors after transfer to.the emergency mode-(alarm) m.

YA

. 0302V' Amend. 7 5/84

I 1

e' VEGP-FSAR-7 7.3.6 CONTROL ROOM VENTILATION ISOLATION

{'

'~

7.3.6.1 Description Upon detection of high airborne chlorine concentration, the l7 normal supply of outside ai- to the control room is terminated, as described in sections 6 4 and 9.4, and the control room air is recycled and filtered. For high gaseous radioactivity

^

levels, a small supply of fresh makeup air is provided, and the control room is maintained at a set positive pressure to prevent the ingress of the local ambient atmosphere. Normal vent:lation is restored only by manual operation by the plant operator and is maintained only if the local ambient atmosphere poses none of the monitored hazards.

7.3.6.1.1 System Description A. Actuating Circuits The gaseous radioactivity level and the chlorine l7 centent of the air provided to the main control room from the local ambient atmosphere are each monitored by four separate and independent monitoring systems.

The signals from these monitors are tr ansmitted to bistables in the engineered safety feature actuation system. If acceptable levels are exceeded, the control room is isolated, as described above.

The sensitivities and response times of these monitors are listed in table 7.3.6-1.

In addition to the above, control room isolation is initiated manually.

3 B.

( Logic The control room ventilation isolation actuation system logic is included in figure 7.3.6-1. The actuation signal is transmitted to each actuated device and, subject to the provisions of bypass or

( override, causes each device to assume its safe state.

4 V}

[

7.3.6-1 Amend. 3 '1/84 Amend. 7 5/84

VEGP-FSAR-7 h

C. Bypass Bypass of the containment atmosphere gaseous radioactivity signal is provided, as shown in figure 7.3.6-1, to allow for control room ventilation system l operation during those times when no containment purge is in progress and the containment gaseous radioactivity level exceeds the trip setting.

Manual override is available by means of pull-to-lock switches on the fans.

D. Interlocks There are no interlocks on these controls.

E. Sequencing The control room ventilation isolation system is powered from the Class 1E power system and energized on the first (0.5 s) step of the load sequencing, except for the control room filter units and return fan motors which stop on the 40.5 s step.

F. Redundancy O Controls are provided on a one-to-one basis with the mechanical equipment so that the controls preserve the redundancy of the mechanical equipment. Redundancy is provided in the chlorine and gaseous radioactivity l7 monitors, the actuation signals, and manual actuation switches.

G. Diversity Diversity of actuation is provided in that the control room ventilation system may be isolated by either an automatic system or by operator manual actuation.

Diversity is provided by actuation from the gaseous radioactivity, chlorine monitors, and manual switches. l7 H. Actuated Devices Table 7.3.6-2 lists the actuated devices. h I. Supporting System The supporting system required for the controls is the vital Class 1E ac system described in section 8.3.

7.3.6-2 Amend. 7 5/84 w

( z-

{

a 9-1-

VEGP-ESAR-7 O

, TABLE 7.3.6-1 l'

} ' CONTROL ROOM VENTILATION ISOLATION CONTROL SYSTEM MONITOR SENSITIVITIES AND RESPONSE TIMES

!CI) t

j. Concentration Setpoint i- for Isolation Limiting

. Type pCi/cm 3 ppm Isotope Response Time

'(h Gaseous Radio-3x10 ' -

Kr 85 (a)

. activity i

n- .

! Chlorine -

5- -

Less than 20 s j- Smoke l7 Manual actuation I

i t

I t

!C:)

4 I

1 i

}

i Lo i .

[.-'

I

a. Response time:is radiation-level dependent. <

Amend. 7 5/84 I

@)

h' ( s _ _ . . _. -

k, AUTO ACTUATION

}pl1 -

I CHLOR IN E D E TEC TED lATIS-12110 CH. 2

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[NPUT TO

\ i S YS. S rA TUS ISO 1O (owG.020-9]uoN ra. s

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1-HS - t 2111 C n NOTE 3 __

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INPUT TOSYS i '

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ISO fDWG.O'lo -3) S TA TUS b10N TR 6 NOTE 1 l

' CH LOR .N E DETECTED n i l t- ATES - 12 12 CH. I e NOTE iso QESF, t HS It 11i C n 3 _

l TEST ISLOCit TR Aih! A (M) '

- INPtJT TO QESF,1 HS - 1y III C u NOTE 3 _-MO 4HIS0%) A NOTG i

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4 k .f UMo r i TSAIN Ta, UNIT 2 TLAIM A l AND UNIT 2 TAAlhi S sSlHIL AK l HS-IttilC t HS. ttist s t us.82(qt s AS LISTED th! TABLE 1 OM l N S of f fJC dPAING Rgfow (-N f.lg ll3 A DWG 4% SONO 20 IO M AINTAlHE D to MG U TL A L sertac, AGrukN l. BORING TESTlHEr, To stoca ONG SAFETY TRAIN 17 SHAu-

} l (Two TAA thI GN) To NG U TA4L (TWO TA Als/ SW)

BG THROUGH 6HD SWITCHEC l -blG- / 2 tit C OK l- NS - 12t/3 C G. ISOLATED QUTPUT CONTAcr PA0V10ED THAouGH PA40EM

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Amend. 7 5/84 AXSON020 7 MEV.2 V0GTLE CONTROL ROOM VENTILATION ELECTRIC GENERATING PLANT ISOLATION LOGIC DIAGRAM bfha bW UNIT 1 ANO UNIT 2 FIGURE 7. 3. 6-1 (SHEET 4 OF 15) 8406060006 W / L

7'

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AU 70 ACTUATION

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QESF ,1. MS- t 2 il 3 C D ' NOTC _? lh TEST BLOCA TkAIN A (M)

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t. LOGIC CONTINUA rtON SHOWN TO SYS STA flIC ON ONG A$ SON O20-7 A ND "R O NOTEi A % SON O20- 9. OTHER NOTES RdFG A To DNG A /SDN020 7.

'~~~~~~'s 2. ISOL A TED C U TPU T CON TACT h '

PRoVIOeu THRouGH TANDEM TWO TR AIN HANDSWITCtt rl'[ 19)

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Amend. 7 5/84 l

AX5DN020-8 REV. 2

-- - - - - i

-I CONTROL ROOM VENTILATION

, sLtcTaic otNEHATING PLAf4T ISOUTION LOGIC DIACIW1 GeotriaPcwer uuir i oo unir 2 '

,s- ,

43 FIGURE 7. 3. 6-1 (S!!EET 5 OP 15) t

. Lyy -

s

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tr

$ Lc ' /EGP-FSAR-8

.3 .l 9 -.

LIST OF TABLES jf y 8.1-1 Acceptance Criteria and Guidelines for Electric Power j Systems

. tr;;;b

fg . 8.2.1-1 -Summary of 230- and 500-kV Line Construction 8 .' 2 .1-2 The Assignment of 230-kV Circuit Breaker Supplies to

y. Substation Batteries

\

, 4 8.2.1-3 The Assignment of 500-kV Circuit Breaker Supplies to l7 a

3 Substation Batteries I

r.N 8.2.2-1 46 , 69 , 115 , 230 , and 500-kV Line Interruptions s 4 Caused by Lightning Interruptions for 100 Miles for pQ . . 'E ./ Year 1979

g. 8.2.2-2 Summary of Transmission Line Failures - 1979 L -

8.3.1-1 Diesel Generator Annunciator Points a~

1-8.3.1-2 Diesel Generator Loading Profile for LOCA and Loss T of Offsite Power 8.3.1-3Onsite Power System Failure Modes and Effects Analysis

8.3.1-4 Circuits Analyzed for Separation Requirements E

1 8.3.2 125-V dc Battery A Load Requirements

^5 8.3.2-2 125-V de Battery B Load Requirements 8.3.2-3 '125-V de Battery C Load Requirements q.

,(1 8.3.2-4 125-V dc Battery D Load Requirements

.v

j]g yjh.

8.3.2-5 . Class 1E 125-V de and 120-V Vital ac System Failure Modes'and Effects Analysis, 1 7',-J;- ,

't0 '

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Amend. 1 11/83 cj- 8-iii Amend.-7 5/84 I v

I~

VEGP-FSAR-8 l

LIST OF FIGURES j 8.1-1 The Southern Company Grid System 8.2.1-1 Switchyard Arrangement 8.2.1-2 Ultimate Development - Substation 8.3.1-1 Main One Line (Unit 1); Main One Line (Unit 2) 8.3.1-2 Safety Load Sequencing Table (Train A, Unit 1);

Safety Load Sequencing Table (Train B, Unit 1) 8.3.1-3 Diesel Generator Initiating Circuit Logic Diagrams 8.3.1-4 Class 1E de and 120-volt ac Power Supply 8.3.1-5 120-volt Vital ac Instrument Distribution Panels 8.3.1-6 Non-Class 1E Essential ac Power System and dc Power System 8.3.1-7 Penetration Overcurrent Protection Coordination Curves 8.3.1-8 Common Non-Class 1E Essential ac Power System and de Power System O

O O

0048V 8-iv Amend. 1 11/83 L

... . , . . ~ . - . . . . - . . . _ - - .~. .- - . ~ _ . .- -. - . - ~ - - - . . . - - - . . . . - - - . . . -

t l

i

c VEGP-FSAR-8

I '

2 2 .- Regulatory Guide 1.118, Periodic Testing of Elec- I

, -tric Power and Protection Systems.

> E 23.

' Regulatory Guide 1.128, Installation Design and

." Installation of Large Lead Storage Batteries for Nuclear Power Plants. .

24. Regulatory Guide 1.129, Maintenance, Testing, and Replacement of Large Lead Storage Batteries for

'/ Nuclear Power Plants.

.J

~ t

+ "

25. Regulatory Guide 1.131, Qualification Tests of Electric Cables, Field Splices, and Connections

! for Light-Water-Cooled Nuclear Power Plants.

) C. IEEE Standards The onsite' power system is generally designed in ac-

-cordance with IEEE Standards 279, 308, 317, 323, 334, 1336, 338, 344, 379, 382, 383, 384, 387, 450, and 484. ,

i; , 1. IEEE 279-1971, Criteria for Protection Systems j3 for Nuclear ~ Power Generating Stations. Refer to 2

. Regulatory Guide 1.22.

2. IEEE 308-1974, Criteria for Class 1E Power i Systems for Nuclear Power Generating Stations.

[

Refer to Regulatory Guide 1.32.

3. 'IEEE 317-1976, Electrical Penetration Assemblies i

I in Containment. Structures-for Nuclear Power C

Generating Stations. -Refer to Regulatory Guide 1.63.

l~ 4. --IEEE 323-1974,_ Qualifying Class 1E Equipment for

/ Nuclear Power Generating Stations. Refer to

-. - -Regulatory Guide 1.89.

, 5. IEEE'334-1974, Type Tests'of Continuous Duty-

. Class-IE Motors for Nuclear' Power Generating.

_ Stations. Refer to Regulatoryf Guide

1.40. ,

I ~

1

. - 6. LIEEE 336-1971, Installation, Inspection, and iM i Testing' Requirements.for Instrumentation and  !

% f Electric Equipment 4During.-the Construction of f NuclearJPower Generating Stations. - Refer to-I' Regulatory Guide.l.30.

7.

~

.( .IEEE 338-1977,cCriteria-for\the Periodic Testing

'l7

_ w.m f^}1 '

-of Nuclear Power Generating Station Class'1E.

Power and' Protection Systems. 'For-application oft v- "

8.1-7f Amend. 7 5/84 4 .

. . -'  ?

VEGP-FSAR-8 this standard to various systems, refer to paragraph 7.1.2.7 and to Regulatory Guide 1.118.

8. IEEE 344-1975, Seismic Qualification of Class 1E h Equipment for Nuclear Power Generating Stations.

Seismic qualification of Class 1E electric equipment and the extent of compliance with IEEE 344-1975 are discussed in section 3.10. Also refer to Regulatory Guide 1.100.

9. IEEE 379-1972, Application of the Single Failure Criterion to Nuclear Power Generating Station Class 1E Systems. Refer to Regulatory Guide 1.53.

10. IEEE 382-1972, Type Test of Class 1 Electric Valve Operators for Nuclear Power Generating Stations. Refer to Regulatory Guide 1.73.

11. IEEE 383-1974, Type Test of Class 1E Electric Cables, Field Splices, and Connections for Nuclear Power Generating Stations. Refer to Regulatory Guide 1.131.

12. IEEE 384-1974, Criteria for Independence of Class 1E Equipment and Circuits. Refer to Regulatory Guide 1.75.

13. IEEE 387-1972, Criteria for Diesel-Generator Units Applied as Standby Power Supplies for Nuclear Power Generating Stations. Conformance with the design criteria of IEEE 387-1972 is discussed in paragraph 8.3.1.1.3, which addresses the details of the standby power supply. Also refer to Regulatory Guide 1.9.

14. IEEE 450-1975, Maintenance, Testing, and Replacement of Large Lead Storage Batteries for Generating Stations and Substations. Refer to Regulatory Guide 1.129.

15. IEEE 484-1975, Installation Design and Installation of Large Lead Storage Batteries for Generating Stations and Substations. Refer tc Regulatory Guide 1.128.

O 8.1-8

e

. )

J

$40 AUGUSTA NEWSPRINT GOSHEN BLACK 1984

' h FUTURE

_3,,, SCE&G

- 1986 VEGP N PLANT , 3 m 2Acsn / Q " PLANT SCHERER teos /

230,000 V soo,ooov W 0

1986 g# # ,

THALMANN WAYNESBORO

. O:

9

,Q Amend. 7 5/84

, N-) VociLE HE SOUTHERN COMPANY GRID' SYSTEM Georgia Power d IIIU"$o"u"ufr"*"""^st FIGURE 8.1-1 (SHEET 2 OF 2)

_ s

, + .

't -

VEGP-FSAR-8 I

4

'8.2: OFFSITE POWER' SYSTEM-O t

u ' 8 . 2 .' 1 SYSTEM DESCRIPTION

.The_ Southern Company transmission system supplies the offsite I

ac' energy.for operating the safety-related buses as well as startup and: shutdown of Units 1 and 2.

.Each' unit represents about 10 percent of the total installed

!s - '

1  ; capacity.of the Georgia Power Company' system in 1987 and about gi

4. percent of the-total installed capacity of the Southern Company system'in 1987.

{ i l'

~

j IUnit l 'i:s connected to the 230-kV switchyard through a step-up transformer,.and Unit 2 is connected to the 500-kV switchyard L Lthrough a step-up transformer. Two 500/230-kV autotransformers i

connect lthe two transmission' substations together. The offsite

~

['

sources system.

are'the 230-kV and 500-kV lines from the transmission ji pt t <

4m 18.2.1.1.'Offsite Sources-f ~

Figure 8.1-1 shows.the Southern Company transmission system

( { plan for,1987. ' Construction'of the-230- and 500-kV lines is summarized in table 8.2.1-1. The transmission lines are not I

considered to have'any unusual features, and the occasional-crossings ofLtransmission' lines as listed in-table 8.2.1-1 are I. normal' design practice-for the Georgia Power Company system.

! The 230- and 500-kVetransmission systems are designed to F EdeliverLpower to.the various portions of the Georgia Power

?-

. Company service area safely, efficiently, and-dependably. As a j result, the system offers a very' dependable power source for j i-

,the required offsite loads;and'is the preferred power; source 1

for_.theisafety-related loads ofLthe plant.

'; 1 oThere~are five 230-kV lines, one;of-which is the--connection to y'

the Plant Wilsoniswitchyard,Eand.two 230/500-kV.autotransformers 7that connect.the.230-~and 500-kV~switchyards. ..These-p ,

transmission elements 1at.the 230-kV. bus comprise the off.'ite

7 (sources'to'the 230-kV switchyard. The lines approach the plant Lsite?on five rights-of-way, from:the north-westland south.

~

1 -; .

. System load studies? indicate-that-this arrangement has~the

(:1

capacity and capability._to supply-the power necessary for the

. safety;1oadstofJone. unit while placing the:other unit in cold'

' shutdown.

C. .

) , < g

, 8.2.1-1 Amend..7 ;5/84

~  ;.

(

( h. '. *

- s m!. E ' -

i

r VEGP-FSAR-8 The transmission line structures of both the 230- and 500-kV systems are designed to withstand standard light loading conditions as specified in the National Bureau of Standards Handbook No. 8 (National Electric Safety Code Part 2).

8.2.1.2 Switchyard The 230- and 500-kV switchyards are arranged as shown in figures 8.2.1-1 and 8.2.1-2. The 230-kV breaker-and-a-half arrangement is used to incorporate the redundancy offered by having two energized buses with three breakers to service each 7 pair of connections. The 500-kV ring bus arrangement allows two breakers to service each terminal connection.

The switchhouse, located in the switchyard, contains two independent 125-V batteries, the primary and secondary relaying for the transmission lines, and the breaker failure relaying.

It also contains the 480-V metal-clad switchgear and motor control conters for the substation.

Two trip coils are provided in each circuit breaker for independent tripping from the primary and secondary relaying systems. Redundant closing coils are not provided in each 230-kV circuit breaker. However, the 125-V de supplies are lh arranged to ensure that at 1_ east one offsite source is available upon the loss of either substation battery.

Table 8.2.1-2 shows the 230-kV circuit breaker close circuits supplied by each battery. Each circuit breaker will have independent gas supplies and air supply for the pneumatic mechanism. Table 8.2.1-3 shows the 500-kV circuit breaker 7

control circuits supplied by each battery.

Two feeders emergo from the 230-kV substation to supply power to the reserve auxiliary transformers for both Units I and 2.

(The arrangement is shown in figure 8.3.1-1.) Offsite source No. 1 supplies Unit I reserve auxiliary transformer 1NXRA and Unit 2 reserve auxiliary transformer 2NXRB. Offsite source No. 2 supplies Unit 1 reserve auxiliary transformer INXRB and Unit 2 reserve auxiliary transformer 2NXRA. These two offsite sources are separated physically as they leave the 230-kV sub-station and are arranged so that no one event such as a falling line, tower, or other structure will damage both lines.

The secondary windings of the reserve auxiliary transformers are connected to the various groups of metal-clad switchgear by cable buses. Buses from transformers 1NXRB and 2NXRA are l3 carried in underground trenches from the transformers to the turbine building wall. The other buses are run overhead to the turbine building.

h Amend. 3 1/84 8.2.1-2 Amend. 7 5/84 i

O O O O O O O TABLE 8.2.1-1 (SHEET 1 OF 2)

SUMMARY

OF 230- AND 500-kV LINE CONSTRUCTION Future VEGP - Wilson VEGP - VEGP - VEGP -

Augusta VEGP - VEGP - Combustion S. Ga ro l ina Goshen Goshen Line Name Newsp rint Sche re r Thalmann Tu rb . Elec. & Gas Black White Remote Goshen Sche re r Thaimann Comb. Turb. -

Goshen .Coshen te rmina t ion Subs. Subs. Subs. Bus Subs. Subs.

Ope ra t ing 230 500 500 230 230 230 230 voltage (kV)

Scheduled 1972 1986 1986 1984 1986 1986 1986 completion (line)

Line length 20 150 153 1.5 20 20 20 (mi)

R/W width 275 150 150 125 -

275 275 (ft) 4 D"

Line place- 62.5 ft Center Center Center 3 79 Goshen Goshen E ment on R/W from edge Black and Black and N of R/W White on White on U2 same R/W same R/W Te rra in Flat Flat to Flat to Flat Flat Flat Flat $

rolling rolling Conductor 1351 MCM Bundle Bundle 1351 MCM -

Bundle Bundle type / size 54/19 ACSR 1113 MCM 1113 MCM 54/19 ACSR -

795 ACSR 795 ACSR ACSR ACSR Phase / phase 20 28 28 20 -

23 23 clea rance (ft)

Pha se/g round 25 33

((

gg clearance at 33 25 -

25 25 3a max. oper, aa

+ +

condition (ft) ww unusual - - - - - - -

oper. condi-gg tions NN CD CD bb

O O O O O O O TABLE 8.2.1-1 (SHEET 2 OF 2)

Future VEGP - Wilson VEGP - VEGP - VEGP -

Augusta VEGP - VEGP - Combustion S. Ca ro l i na Goshen Goshen Line Name Newsprint Sche re r Thaimann Turb. Elec. & Gas Clack White Major trans. 230-kV 230-kV 230-kV Plant None None 230-kV 230-kV line cross- VEGP to Goshen to Wilson to VEGP to VEGP to ing Goshen Ha rl iee Wayne sbo ro; Augusta Augusta White; Bra nch 230-kV Newsprint Newsprint 230-kV Steam Plant Erringham to VEGP to 230-kV Wa r- Sta te sbo ro; Goshen renton to 115-kV Erring-Black Ha rl i ee ham to Treut-B ra nch len; 115-kV Steam Plant; Claxton to 115-kV Wa r- Bou leva rd; renton to 230-kV Erring-Washington ham to Little EHC No. 8; Ogeechee; 3 7 230-kV East 115-kV Ludowici Social to Riceboro; 4 Circle to 115-kV Ludowici to Ha rl iee to West Bruns- O B ra nch wick; 115-kV T Steam Plant; Jesup to West 230-kV Brunswick k g

Eatonton to y, Ha rl lee W Branch Steam i Plant; 230-kV 03 Klondike to

, Ha rilee Branch Steam Plant; 115-kV Porter-dale to Ark -

wright Steam Plant; 115-kV Goshen to Waynesbo ro OO DD 44 NW En M*

NN (D CD bb a _ _ ._

VEGP-FSAR-8 i

TABLE 8.2.1-2 THE ASSIGNMENT OF 230-kV CIRCUIT BREAKER SUPPLIES

, TO SUBSTATION BATTERIES Battery No. 1 Battery No. 2 Line T.i ne 230-kV CB Relaying <a > Close Trip No. Re:- i_n_gca>Close Trip No.

161760 P X 1 2 161860 P X 1 S 2 161960 P 2 S X 1 161750<b' P X 1 S 2 161850 P X 1 S 2 161950 P 2 S X 1 161710 P X 1 S 2 161810 P X 1 S 2 161910 P 2 S X 1 7 161730 S X 1 P 2 161830 S 2 P X 1 161930 S 2 P X 1 161720 P X 1 S 2 161820 P X 0 161920 P 1

2 S

S X 2

1 161740 P X 1 S 2 161840 P X 1 S 2 161940 P 2 S X 1

a. P denotes primary; S denotes secondary.

O' b. Future.

Amend. 7 5/84

l l

VEGP-FSAR-8 l TABLE 8.2.1-3 THE ASSIGNMENT OF 230-kV CIRCUIT BREAKER SUPPLIES TO SUBSTATION BATTERIES O

Battery No. 1 Battery No. 2 Line Line SOO-kV PCB Relaying <a>Close Trip No. Relaying <a>Close Trip No.

161520 P X 1 S 2 161620 P X 1 S 2 161660 P 2 S X 1 161540 S' X 1 P 2 161649 S 2 P X 1 1

7 l 1

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a. P denotes primary; S denotes secondary.

1 I

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' MODIFIED FOR USE IN FSAR AX30LO60 REV 3 nTmATs E m m MENT - SW STA N N Georgia Power d fh',")Mt"#f'""^"'

FIGUHE 8.2.1-2 I

l i

VEGP-FSAR-8

' G[

l 8.2.2' ANALYSIS

() 8.2.2.1 Loss of VEGP Unit 1 or 2 or the Largest Unit A study simulating 1987 peak conditions has been made to l

L determine the effect of the loss of VEGP Unit 1 on the Georgia l Power Company transmission system and its ability to maintain

! continuity of service to the loads. This study reveals that

! 7s the transmission system is adequate to maintain continuity of

( ) service to the load areas and the offsite power to the safety-related loads at the plant site.

f A study simulating 1989 peak conditions has been made to l determine the effect of the loss of either VEGP Unit 1 or 2 on '

l the Georgia Power Company transmission system and its ability to maintain continuity of service to the loads. This study

! reveals that the transmission system is adequate to maintain l continuity of service to the load areas and the offsite power t l to the safety-related loads at the plant site, i

ah study simulating 1989 peak conditions has been made to (

determine the effect of the loss of both Units 1 and 2 and the -

l-

' _)~ ability of the offsite source to supply emergency and safety-related loads at VEGP. It was found that the offsite 7 transmission is adequate. The voltage at the VEGP 230-kV bus is above 98 percent under any normal planning criteria.

The loss of the largest unit (Bowen No. 3 or 4) of the Georgia Power Company system does not result in the loss of the offsite power to the safety-related buses at the plant site.

l 8.2.2.2 VEGP Voltage Operating Range The 230-kV bus voltage will not be less than 225 kV (98 percent) or greater than.237 kV (103 percent)'for all afstom-

< s , loading conditions and under severe contingencies such as loss of any large generating plant, including VEGP itself, or loss

! of any transmission element. The above 230-kV bus' voltages take into consideration VEOP Unit 1 and Unit 2 shutdown and/or loss-of-coolant accident loads.

8.2.2.3 .VEGP__ Transient Stability A transient stability study simulating }987 and 1989 summer j peak / spring valley loading conditions has been made to i fS determine the transmission line, bus arrangement,'and/or  ;

i j special equipment requirements to ensure stable operation of l E

VEOP. Units 1 and 2. These extreme system loading conditions '

l

'l 3- 8.2.2-1 Amend. 7 5/84 ,

VEGP-FSAR-8 ensure that the stability performances of VEGP are analyzed under all reactive loading conditions or power factor conditions. The following contingencies are simulated for which VEGP is required to remain stable:

A. Three-phase fault with breaker failure anywhere in the system.

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VEGP-FSAR-8 h B. Sudden loss of any large generating plant.

C. Sudden loss of all lines on any common right-of-way.

D. Sudden loss of any large aggregation of load or load center anywhere in the system.

Of these contingencies, it was found that a three-phase fault close to VEGP with breaker failure at VEGP substation results in the largest transient swing for Units 1 and 2. Specific h stability performances of VEGP are discussed below.

A. Unit 1 - 1987 Summer Peak and Spring Valley Contingencies Unit 1 is stable for all three-phase faults with any one breaker failure and a delayed fault clearing time of nine cycles. Maximum rotor angle swing for VEGP Unit 1 is approximately 50 net electrical degrees.

The 230-kV substation at VEGP is designed such that no more than one transmission line and one 500/230-kV autotransformer bank are lost after any three-phase fault where breaker failure is involved.

B. Units 1 and 2 - 1989 Summer Peak and Spring Valley Contingencies ,

Units 1 and 2 are stable for all three-phase faults with breaker failure and a delayed fault clearing time of nine cycles. Maximum rotor angle swing for Unit 1 is less than 47 net electrical degrees and for Unit 2 approximately 70 net electrical degrees. The 500-kV substation at VEGP is also designed such that no more than one transmission line and one 500/230-kV autotransformer bank are lost after any three-phase fault at the plant where breaker failure is involved.

C. Frequency Decay Rate The maximum frequency decay rate possible from theoretical considerations for the 230-kV and 500-kV systems is 5 Hz/s and 5.4 Hz/s, respectively. These frequency decay rates are the theoretical maximums g that occur with the simultaneous tripping of many W 500-kV, 230-kV and 115-kV lines such that a large island in formed in which all generation, other than one VEGP unit, is off line. The probability for such a scenario is immeasurably small. If for the improbable scenario just described, one additional major aenerating un i t. In i n ope ra t. l ean , t.ho expec t.nr1 r a n.jiann.. y ilas- a y sala in a nslucnil to appt'ox ima te l y 8.2.2-2 k

("; VEGP-FSAR-8 NJ voltage during normal operation; however, the time delay has been selected to prevent unwanted tripping and undervoltage-induced damage to the safety-related f~]

's )

loads. Load shedding and tripping of the incoming breaker is provided by two-out-of-four undervoltage logic.

A two-out-of-four undervoltage logic set at A8.5 percent of nominal voltage with a time delay of 10 s

(^T is also provided to initiate an alarm in the control

(_) room to warn the operators of a degraded voltage condition. An SIS subsequent to the initiating of this alarm does not separate the auxiliary power system from the offsite power system. Studies have been performed which indicate that at the degraded voltage trip setpoint indicated above, based on the worst case motor thermal damage curve, the permanently connected Class 1E loads will not be damaged. These studies also indicate that adequate voltage is provided to allow starting of the loads.

After a diesel generator has been started and reaches

-s rated voltage and frequency, the generator circuit

(

'/

, breaker connecting it to the corresponding 4.16-kV bus closes, energizing that bus and the associated load center transformers. Each diesel generator is (

designed to accept loads within 9.5 s after receipt of a start signal, and all automatically sequenced loads are connected to the Class lE bus within 30.5 s thereafter. (Refer to figure 8.3.1-2.) Relays at the diesel generator detect generator-rated voltage and frequency conditions and provide a permissive interlock for the closing of the respective generator circuit breaker. Upon loss of the preferred source of power without a LOCA, the load sequencer system initiates the starting of the diesel generators, trips the 4.16-kV perferred power supply breaker, and sheds (f-~)

all loads. The load sequencer for each diesel then automatically initiates the starting of the safe shutdown loads. When an SIS is present, connection of the diesel generator to the 4.16-kV bus is not made unless the preferred source of power is lost (4.16-kV

,- bus undervoltage).

\~ Following diesel start and connection to the Class 1E 1

i bus, the loads are automatically sequenced onto the l bus at programmed 5-s time intervals. The load shed feature is bypassed during sequencing of loads. A l

,3 fast responding exciter and voltage regulator ensure l

( ) voltage recovery of the diesel generator after each i k/ load step, in accordance with requirements of 1

8.3.1-15 l

j

VEGP-ESAR-8 Regulatory Guide 1.9. Field flashing is utilized on the diesel generators for fast voltage buildup during the start sequence.

Should a LOCA occur during load sequencing or after sequencing is completed, the SIS will restart the sequencer, which will sequence those loads required for LOCA conditions. No load shedding other than the nonsafety-related loads identified in figure 8.3.1-2 will occur.

Once load sequencing has been completed, the load shed and resequence capability is reinstated for an undervoltage sensed at the 4.16-kV Class 1E bus.

Logic has been provided that prevents more than three undervoltage conditions from being recognized within a 2-h period. The first and second undervoltage signal will initiate load shed and resequence of the required loads. The third undervoltage signal will initiate a load shed only. Reinstatement of sequencing can be accomplished by manually resetting a timer located at 7 the sequencer. This limitation is provided to prevent automatically exceeding the manufacturer's recommendations concerning motor start capability of two successive starts within a 2-h period.

A breaker in the 4.16-kV Class 1E bus supplies power to the selected nonsafety loads listed in figure 8.3.1-2. If an SIS is not present, this breaker is closed by the sequencer. Should an SIS be present, this treaker is automatically tripped if it had been previously closed. After it has been tripped and the SIS has been manually reset, the operators can close it under administrative control to reenergize the selected nonsafety loads, should their operation be desired.

The voltage levels at safety-related buses are optimized for the expected load conditions throughout lh the anticipated range of voltages by the setting of no-load transformer taps. The tap setpoints are based upon the design voltage ranges available from the reserve auxiliary transformers and the unit auxiliary transformers. The Technical Specifications indicate the voltage setpoint parameters of the diesel llh generators to be compatible with the transformer tap setpoints. Verification of the proper tap selection will be accomplished by actual measurement in the finta O

8.3.1-16 Amend. 7 5/84 L_

n- 3 VEGP-FSAR-8 buses in accordance with design requirements and that subsequent loading of the onsite sources is through the load sequencer.

f. Demonstrate full load-carrying capability for 24 h, of which 22 h are at a load equivalent to the continuous rating of the diesel generator and 2 h at a load equivalent to the 2-h rating of the diesel generator,

g. . Demonstrate functional capability at full load temperature conditions by rerunning the test phase outlined in item d above immediately l7 following item f above.

h. Demonstrate proper operation during diesel generator load shedding, including a test of the loss of the largest single load and of complete loss of load. Verify that the overspeed limit is not exceeded.

i. Demonstrate the ability to:

O' e Synchronize the diesel generator unit with the offsite system while the unit is connected to the emergency load.

e Transfer the emergency load to the offsite system.

e Isolate the diesel unit from offsite systems.

e Restore the diesel generator unit to standby status.

p) j. . Demonstrate that the capability.of the diesel

'( generator unit to supply emergency power within the required time is not impaired during periodic testing mentioned in item 2 above.

n

k. Demonstrate that the engine will perform properly if switched from one fuel oil supply to another.

1. Demonstrate that the load shed feature is bypassed during sequercing and that it is 7-reinstated properly once sequencing is

( completed.

Li 8.3.1-19 Amend. 7 .5/84

VEGP-FSAR-8

4. The test procedures will specifically state that the diesel generator unit is to be reset at the conclusion of the test to allow an automatic start when required. llh I. Fuel Oil Storage and Transfer Systems The diesel generator fuel oil system is described in subsection 9.5.4.

J. Diesel Generator Cooling and Heating Systems O The diesel generator cooling water system is described in subsection 9.5.5.

K. Instrumentation and Control Systems for Standby Power Supply Equipment is provided in the control room for each diesel generator for the following operations:

e Manual starting and stopping.

e Manual and automatic synchronization, e Manual frequency and voltage setting.

e Emergency stop.

e Governor and voltage regulator manually actuated droop and reset.

A transfer switch is provided in each diesel room for local remote control selection. The switch is normally in the remote position, whereby the engineered safety features system senses an accident or loss of preferred power and starts the diesel. The transfer switch is placed in the local position to allow manual operation of the diesel locally when it is out for maintenance. Equipment is provided locally at each diesel generator for manual starting in case of a control room evacuation. The local emergency start functions to start the diesel generator, regardless of the position of the transfer switch.

Equipment is provided at each local control panel for the following operations (when the transfer switch is in the local position):

O 8.3.1-20 L

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l 8.3.1-27b Amend. 3 1/84 i

J

)

VEGP-ESAR-8 8.3.1.1.11 Motor-Operated Valves with Power Lockout The motor-operated valves that require power lockout to meet BTP ICSB 18 and that have the means to accomplish power lockout are listed and outlined as follows:

A. The following motor-operated valves power lockout and restoration capability is accouplished at the main control board:

HV-8806 Safety injection pump suction from refueling water storage tank HV-8835 Safety injection pump cold leg injection HV-88021., a Safety injection pump hot leg injection HV-8840 Residual heat removal pump hot leg injection HV-8809A, B Residual heat removal pump cold leg injection HV-8813 Safety injection pump miniflow isolation B. The following motor-operated valve power lockout is O accomplished by drawing the circuit breaker from the motor control center during startup and maintained in 7

the racked out position during reactor power operation:

HV-8808A, B, C, D Accumulator isolation valves In addition, the emergency core cooling system motor-operated valves (item A) are provided with valve position-indicating l3 light boxes to provide a continuous indication of valve position.

The Technical Specifications list these valves and their required positions.

8.3.1.1.12 Containment Building Electrical Penetrations The electrical penetrations are protected from damage resulting from overcurrent conditions through the use of redundant overcurrent protective devicen as indicated in paragraph lh 1.9.63.2. The use of series Class 1E fuses for backup protection on the 480-V switchgear power circuits is justified by the fact that fuses are passive devices which have proven coordination characteristics and reliability. The Technical Specifications will address the effects of thermal cycling of llh Amend. 3 1/84 8.3.1-28 Amend. 7 5/84 L

VEGP-ESAR-8

1. Where the minimum vertical separation is not maintained, a barrier is installed which extends at least 1 ft on each side of the tray system when

'^'; the trays are arranged in stacks and at least 3 ft w on each side where the trays cross each other.

2. Where the minimum horizontal separation is not maintained, a barrier is installed which extends from at least 1 ft above (or to the ceiling) to at

' '~') least 1 ft below (or to the floor) the tray mf system.

E. Where raceways of different separation groups are brought to a single enclosure, separation is accomplished by the use of conduit routed in opposite directions from the enclosure, using the enclosure as a barrier.

Non-Class 1E circuits are electrically isolated from Class 1E circuits, and Class lE circuits from different separation groups are electrically isolated with the use of isolation devices, shielding and wiring techniques, physical separation (in accordance

'_j 1

with Regulatory Guide 1.75 for circuits in raceways),

or an appropriate combination thereof.

When isolation devices are used to isolate Class 1E circuits from non-Class 1E circuits, the circuits within or from the Class IE equipment or devices to the isolation device (s) are identified as Class 1E and are treated as such. Beyond the isolation device (s) these circuits are identified as non-Class IE and are separated from Class 1E circuits in accordance with the separation criteria described above.

Power and control cables are installed in conduit or ventilated 7_s bottom trays (punched or ladder type). Solid tray covers are i

used in all outdoor locations and indoors where trays run in 7 areas where falling debris is a problem. Instrumentation cables are routed in conduit or solid bottom cable tray with solid tray covers.

Separate trays are provided for each voltage service level l 13.8 kV, 4.16 kV, 480 V , 120 V ac and 125 V de, control, and l instrument. Vertically stacked trays are arranged from top to bottom as follows:

e 13.8 kV.

e 4.16 kV.

8.3.1-33 Amend. 7 5/84

VEGP-FSAR-8 e 480-V power from load centers.

e 480-V low voltage power and 120 V ac or 125 V dc with loads of 10 A or more. lg e Control. s e Instrument.

In general a minimum of 10-in. vertical spacing is maintained between trays of different service lovels within the same stack.

With the exception of lighting panel feeders, which are routed in trays, lighting circuits are routed in conduit or utilize aluminum sheath (ALS) cable. Lighting circuits inside containment utilize conduit or copper sheath (CUS) cable.

Raceways from safety-related groups A and C are located i.- .no lower cable spreading room. Raceways from safety-related groups B and D are located in the upper cable spreading room.

Group N raceway is routed into both upper and lower cable spreading rooms.

All raceways installed in Soismic Category 1 structures have O seismically designed supportu. Trays and rigid conduit are not attached rigidly to Seismic Category 1 equi,pment.

Raceways running between Seismic Category 1 structures are designed in the following manner to provent damage to the raceway or associated cabling during seismic events. Conduita running between structures are either connected with a minimum of 2 ft of flexible conduit or are provided with expansion /

deflection fittings. Cable trays running between structures are supported independently in each Category 1 structure with no rigid mechanical connection of the tray at the interface.

Those cables which require maintained spacing are not tied down to the tray for a distance of 5 ft on either side of the interface.

A high energy line break analysis and missile impact study is performed for all rooms or compartmento containing largo rotating machinery or high energy piping. Where hazardo to safety-related raceways are identified, a prodotormined minimum separation in maintained betwoon the break and/or minnile source and any safety-related racoway, or a reinforced concreto barrier designed to withstand the offects of each hatard in placed to prevent damage to raceway of redundant nyatomo. The hazards analysin in further doncribed in appendix 3F.

8.3.1-34

(

VEGP-FSAR-8 TABLE 8.3.1-1 (SHEET 1 OF 2)

DIESEL GENERATOR ANNUNCIATOR POINTS

1. Low temperature lube oil - in

2. Low temperature lube oil - out

3. High temperature lube oil - in

'4. High temperature lube oil - out

5. Trip - high temperature lube oil

6. Low level lube oil

7. Trip - high temperature bearing

8. Trip - high crankcase pressure

9. Trip - vibration

10. Trip - overspeed

11. Low temperature jacket water - in

12. Low temperature jacket water - out

13. High temperature jacket water - in

14. High temperature jacket water - out

15. Trip - high temperature jacket water

16. Low pressure jacket water

17. Trip - low pressure jacket water

18. Low level jacket water

19. High jacket water temperature sensor malfunction

20. Generator trouble

21. High generator' bearing temperature

]

22. High generator control panel temperature gm'

( ,) 23. Low excitation

24. Generator fault

..f Amend. 7 5/84 t , _l__

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TABLE 8.3.lf. (SHEET 2 OF 2) e,

25. . Trip - generator differeriNial

26. Maintenance lock out '

l'..  ?

27. Low pressure lube oil  !

i 28.' , Trip - low pressure ivise oil *

29. L6w pressure turbo oil D right ,i

!. i

30. Low pressure turbo oil - lefc i >

s s , t

31. Trip - low pressure turbo oil [

i  ;

( 32. High AP fuel oil filter I c,'

y 33. M w pressure fuel oil ,

7 t

34. Low level' main tank i,[  !

35. Low level day tank

36. High level '4 day $.mk

37. Low pressure control air  :*

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[ 38. Low pressure starting air I t, ,

4

39. Nhhpreheurestartingair

- . f

40. Failud to start

. t j, j 41. Switch not in auto ; t,'; ' ' ,

42. B rring device engaged j ', h f i ,

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43. . Panel intrusion' a- .

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• 44.' High' L engine control panel temperature 4

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\J PENETRATION OVERCURRENT VOGTLE Geo iaPower ELECTRIC GENERATING PLANT PROTECTION COOPOINATION CURVES UNil 1 AND 2 433 9 l FIGURE 8.3.1-7 (SHEET 2 OF 14) 1

O

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