ML19332D754

Proposed Tech Specs Revising Surveillance Requirements 4.6.1.6.1,4.6.1.6.2 & 4.6.1.6.3 Following Guidance of Reg Guide 1.35 Proposed Rev 3 & Tech Spec 3.6.1.6 Re Tendon Surveillance

ML19332D754
Person / Time
Site:	South Texas
Issue date:	11/29/1989
From:	HOUSTON LIGHTING & POWER CO.
To:
Shared Package
ML19332D751	List: ML19332D750 ML19332D754
References
RTR-REGGD-01.035, RTR-REGGD-1.035 NUDOCS 8912050197
Download: ML19332D754 (16)

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ATTACHMENT 2 PROPOSED TECHNICAL SPECIFICATION-3

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Attachment 2- I ST-HL-AE-3212 l Page 1 of 4 SAMPLE TECHNICAL SPECIFICATION  ;

CONTAINMENT SYSTEMS i CONTAINMENT-STRUCTURAL INTEGRITY LIMITING CONDITION FOR OPERATION .

3.6.1. 61 The structural integrity of the containment (s)w shall be

• maintained at a level consistent with the acceptance criteria in

Specification 4.6.1.6. ,

APPLICABILITY: Modes 1,: 2, 3 ', and 4.

ACTION .

a. With the abnormal- degradation indicated by the conditions in SpecificationL4.6.1.6. la.4, restore the containment (s) to the required level' of integrity or verify that containment integrity is' maintained within 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br /> and perform an engineering evaluation of the containment (s) and provide a Special Report to the Commission within 15 days in accordance with Specification 6.9.2 or be in at least HOT STANDBY within the next 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> and in COLD SHUTDOWN within the following 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br />,

b. 'With the indicated abnormal degradation of the structural integrity other than ACTION a. at a level below the acceptance

-criteria of Specification 4.6.1.6, restore the containment (s) to the required level of integrity or vJrify that containment integrity'is maintained'within 15 daysY perform an engineering

evaluationofthecontainmen$)andprovideaSpecialReportto the Commission within 30 days in accordance with Specification 6.9.2 or be in at least HOT STANDBY within the next 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> '

and in COLD SKUTDOWN within the following 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br />. The l provisions of Specification 3.0.4 are not applicable.

!'~ SURVEILLANCE REQUIREMENTS l

L 4.6.1.6 CONTAINMENT PRESTRESSING SYSTEM l'

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The structural integrity of the prestressing tendons of the containment shall be demonstrated at the end of 1, 3, and 5 years following the initial containment structural integrity test and at 5-year intervals thereafter. LTer ec-k'--d la=p--ti

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• Applies when combined inspection of two containments in a plant is

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.4.6.1.6.1., The adequacyoof prestressing forces in tendons shall be L demonstrated by!E3f" i

a. Determining-that a random but representative sample ofLat least, 30 ,a_

(* hoop,- dome; j </ _Lnverted U) each tendons (_ -

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have an observe 2 liftT oTT' force within the predicted limits established l for each' tendon. For each subsequent inspection, one tendon from each ':

group shall-be kept unchanged to develop a history and to correlate the l observed data. The' procedure of inspection and the tendon acceptance criteria shall be as fo11owslE37*-

1. 'Iffthe measured prestressing force of the selected tendon in a group lies  !

"- above the' prescribed lower. limit, the lift-off test is considered to be a

-positive indication of the sample tendon's acceptability.

2. -If the measured prestressing. force of the selected tendon in a group lies '

between the prescribed lower limit and 90% of the prescribed lower limit, two tendons, one on each side of this tendon shall-be checked for their prestressing forces. If the prestressing forces of these two tendons are ,

Labove 95% of the prescribed lower limits for the tendons, all three tendons shall be restored to the required level of integrity, and the tendon group shall be considered as acceptable. If the measured prestressing force of any two tendons falls below 95% of the prescribed lower limits of the tendons, additional lift-off testing shall be done to detect : the cause' and extent of such occurrence. The conditions shall be '

considered as an indication of abnormal degradation of the containment structures. w anyuaa n.,ug. AElvesf5 3 ON n// b*- W**vimO YO ci.ekeewd4 tk.c- un 4 0 dd d As. e>cc.o R.w-Q. .

3. If the measured prestressing force of any tendon lies below 90% of the

~ prescribed lower limit,tthe d f::ti:: t; d:: ch:11 5: ;;;pl:t:17

-det:::i:::d red 2dditien:1 lif t f f ::: ting chell 5: d::: ::-;; ::

-d;te eine th: ::::: :nd extent ef cuch ;;;;r rrer. The condition shall be considered as an indication of abnormal degradation of the containment structure.

4. If the average of all measured prestressing forces for each group (corrected for average condition) is found to be less than the minimum required prestress level at the anchorage location for that group, the .

condition shall be considered as abnormal degradation of the containment structure.

-5. If from consecutive surveillances, the measured prestressing forces for the same tendon or tendons in a group indicate a trend of prestress loss larger than expected and the resulting prestressing forces will be less than the minimum required for the group before the next scheduled surveillance, additional lift-off testing shall be done so as to determine the cause and extent of such occurrence. The condition shall  ;

be considered as an indication of abnormal degradation of the containment structure.

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Page-3 of 4 6.- ~Unless there-is abnormal' degradation of the containment uring the

first three inspections, the sample population for subsequent inspections r shall include at least c b tendons Q

• hoop,t M ertical, li , dome,- 3' inverted U).

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b. . Performing tendon'detensioning, inspections, and material tests on a Pe b 4d previously stressed tendon,-fien e.d ;;rrug J. rudx.ly .;1.wi u i.uden g g g,-f; ;

f rr- M ;-~ phall be completely detensioned in order to identify  !

broken or damaged wires and determining that over the entire length of ,

I l , the removed wire sample (which should include the broken wire if so identified) that Q ,,/ A d,d.tu Q 1.-~The tendon wires'are free of corrosion, cracks, and damage, and

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2. A minimum tensile strength of d,coopsi.(guaranteed ultimate strength

=i of the tendon material) exists for at least three wire samples (one from each end and one at mid-length) cut from each removed wire.

Tailure to meet the requirements of 4.6.1.6.1.b shall be considered as an. indication of abnormal degradation of the containment structure.

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c. Performing. tendon retensionin of those tendons detensioned for inspection.to at leastfforce level recorded prior to detensioning or the '

predicted value, whichever is greater, with the tolerance within minus zero to plus six percent (6%), but not to exceed 70% of the guaranteed ultimate tensile strength of the tendons. .'During retensioning of these tendons,-the changes in load and elongation-should be measured simultaneously at a minimum of three approximately equally spaced levels of force betr e rers .uu the ...tius --I v 1 c = . If the elongation corresponding to a specific load differs by more than 10% from that recorded during the installation, an investigation should be made to ensure that the differenca is not related to wire failures,sr lip ef-

.... ......... ..e This condition shall be considered as an indication of abnormal degradation of the containment structure.

4. -. Verifying the OPERABILITY of the sheathing filler grease by assuring --

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1. There are no changes in 'the presence or physical appearance of the e sheathing filler-grease including the presence of free water.

2. Amount of grease replace does not exceed (of the net duct volume, when injected a IP cf th; newified h::a.letion pressen,

3. Minimum grease coverage exists for the different parts of the anchorage system, l

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. 4 .- General visual examination of the containment exterior surface does

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not' exhibit the grease leakage that could affect containment g

? . integrity -k ::t ; er t, and .

[ 5. The chemical properties of the filler material are within the ,

p, tolerance limits specified as follows:

Water Content 0 - 10% (by dry wt.)

Chlorides 0 - 10 ppm

. Nitrates 0 - 10 ppm Sulfides 0 - 10 ppm Reserved Alkalinity}50% of the installed values (Base Numbers); 'O (for older grease)

Failure'to meet requirement of 4.6.1.6.1.d shall be considered-as an indication of abnormal degradation of the containment structure.

4.6.1.6.'2 End Anchorates and Adj acent Concrete Surf aces As an assurance of the structural integrity of the containment (s), tendon anchorage assembly

-hardware (such as bearing plates, stressing washers,. wedges, and buttonheads) 4 of'all tendo _ns selected for inspection shall be visually examined. During g ' .combiseMspectTon . (See ~V .^.tt::La..a --1), f or the containment [not - having full f[(a 4, ' inspection, only visual inspection need to be performed.4 Tendon _anchoranes selectedfor-inspectionshallbevisuallyexaminedtotheextentpractical-}'

without, dismantling the load bearing components of the anchorages. Bottom grease caps of'all vertical tendons shall be visually inspected to detect grease leakage or grease 1 cap deformations. The surrounding concrete should also be checked visually for indication of any abnormal condition.

'Significant grease leakage, grease cap deformation or abnormal concrete

. condition shall be considered as an indication of abnormal degradation of ,

containment structure.

4'.6.1.6.3 Containrt ." Surfaces The exterior surface of the containment (s) should be' visually examined to detect areas of large spall, severe scaling, D-cracking in an area of 25 sq. ft. or more, other surface deterioration or

-disintegration grease leakage, each of which can be considered as evidence of abnormal egradation of structural integrity of the containment (s). Ttriti-Jne;::^.ien :h:11 L pertormeo pal: t; the Type " : r.t ei..me la ck:;;: r:te-tt sp Ced The pam e ain.e & M l

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I N f SAMPLESIZECRITERIA(SEESECTION4.6.1.6.1)f n -

1-0 1. 5 10 20 30

-l 'I i l l l TIME AFTER INITIAL STRUCTURAL INTEGRITY TESTING OF CONTAINMENT, TEARS

• (Liftoff Testing Schedule, Containment No. 1)

(YEARS (MAXIMUM 0 1 5 15 25 35 /

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TIME AFTER INITIAL STRUCTURAL INTEGRITY TESTING OF CONTAINMENT, TEARS (Liftoff Testing' Schedule, Containment No. 2)

U N tT 4. . L*5J.T. -64 arc.6 t%7 o4 s T 2 zs.1T. - SEP EMBER tGB-Schedule to be used provided: g

a. .The containment's are identical in all aspects such as size, tendon

-system, design, materials of construction, and method of_ construction.

b. . Their ISITs are performed within two years of.each other.

i c. -There is no unique situation:that may subject either containment to a different potential for structural or. tendon' deterioration.

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ATTACHMENT 3 PRESENT TECHNICAL' SPECIFICATION

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' CONTAINMENT SYSTEMS-

< CONTAINMENT STRUCTURAL ~ 1NTEGRITY I

LIMITING CONDITION FOR OPERATION 3.6.1.6 The~ structural integrity of. the containment shall be maintained at a '

level censistent .with'the acceptance criteria in Specification 4.6.1.6. ,

APPLICABillTY: MODES 1, 2, 3 and 4.

4 ACTION: ,

.a.- With more than one tendon with an observed lift-off force between the predicted lower limit and 90% of the predicted lower limit or

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with one tendon beinw 90% of the predicted lower limit, restore the .

tendon (s) to the required level of integrity within 15 days and - -

perform an engineering evaluation of the containment and -provide a <

Special' Report to the Commission within 30 days in accordance with-Specification 6.9.2 or be in at least HOT STANDBY within the next 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> ~ and in COLD SHUTDOWN within the following 30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br />.

c . b .:

E With,any abnormal degradation of the structural integrity other than ,

. . ACTION a. at 'a-level below the acceptance. criteria of Specification 4~.6.1.6,- restore the containment to the required level of integrity C within 72 hours8.333333e-4 days <br />0.02 hours <br />1.190476e-4 weeks <br />2.7396e-5 months <br /> and perform an engineering evaluation of the contain-f( - ment:and provide a Special Report to the. Commission within 15 days in l accordance with Specification 6.9.2 or be in at least HOT. STANDBY within the next 6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> and in COLD SHUTDOWN within the following

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30 hours3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br />.

SURVEILLANCE REOUIREMENTS l 4. 6.1 ~. 6.1 Containment Tendons. 'The containment tendons' structural -

integrity shall be demonstrated at the end of 1, 3, and 5 years following -

l the initial containment structural integrity test and at 5-year intervals j . thereafter. The tendons' structural integrity shall be demonstrated by:

a. Determining that a random but representative sample of at least 13 tendons.(4 inverted U and 9 hoop) each have an observed lift-off force within predicted limits for each. For each subsequent inspec- '

tion, one tendon from each group may be kept unchanged to develop a history and to correlate the observed data. If the observed lift-off force of any one tendon in the original sample population lies I

between ,the predicted lower limit and 90% of the predicted lower I

limit, two tendons, one on each side of this tendon, should be checked for their lift-off forces. If both of these adjacent tendons are found to be within their predicted limits, all three tendons should be restored to the required level of integrity. This single deficiency may be considered unique and accceptable. Unless there is abnormal degradation of the containment during the first three inspections, the sample population for subsequent inspections shall include at least 5 tendons (2 inverted U and 3 hoop);

SOUTH TEXAS - UNITS 1 & 2 3/4 6-9

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, CONTAINMENT SYSTEMS.

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-SURVEILLANCE REOUIREMENTS (Continuedi .,

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b. Performing tendon detensioning, inspections,' and material tests on a

& previously~ stressed tendon from each group. (inverted U and hoop).

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, A randomly. selected tendon from each group shall be completely detensioned in order to identify broken or damaged wires and deter-mining that~ over the entire length of the removed wire that: -

' 1)~ The tendon wires are free of corrosion, cracks, and damage,

2) There are not changes in the presence or physical appearance of the sheathing filler grease, and =

3) .A minimum tensile strength of 240,000 psi (guaranteed ultimate strength of the tendon material) for at least three wire samples *

(one from each end and one at mid-length) cut from each removed.-

wire. ' Failure of any one of the wire samples to meet the mini-

- mum tensile strength test is evidence of abnormal degradation of-

,. . the containment structure.

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c. Performing tendon retensioning of those tendons detensioned for

s. inspection to their observed lift-off force with a tolerance limit of +6%. - During retensioning of_ these tendons, the changes in-load and elongation should be measured simultaneously at 20%, 60%, and 100%

. . ' of the, maximum jacking force. If the elongation corresponding to a

' specific load-differs.by more than 5% from that recorded during

• x l installation, an investigation should be made to ensure that the a L f; difference is not related to wire failures or slip of wires in l anchorages; ,

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d. Assuring the observed lift-off stresses exceed the average minimum

. design value given below, which are adjusted to account for elastic and time dependent losses; and Inverted U 126 ksi Hoop: Cylinder 128 ksi Dome 123 ksi

e. Verifying the OPERABILITY of the sheathing filler grease by:

1) No voids in excess of 5% of the ' net duct volume, l

2) Minimum grease coverage exists for the different parts of the anchorage system, and

3) The chemical properties of the filler material are within the -

tolerance limits as specified by the manufacturer.

SOUTH TEXAS - UNITS 1 & 2 3/4 6-10 Unit 1 - Amendment No. 4

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2: Attachment 3' ST-HL-AE-3212

' Page'3 of 3 CONTAINMENT SYSTEMS MJ ~ SURVEILLANCE RE0VIREMENTS (Continued)

-4.6.1.6.2 End Anchorages and Adjacent Concrete Surfaces. The structural

integrity of the end anchorages of all tendons inspec-ted pursuant to Specifi-cation,4,6;1.6.1 and'the adjacent concrete surfaces shall be demonstrated by determining through inspection that no apparent changes have occurred in the j

. visual appearance of.the end anchorage or the concrete crack patterns. adjacent -

to the end anchorages. Inspections of the concrete shall be performed durin the Type A containment leakage rate tests (reference Specification 4.6.1.2) g .

While the egntainment ~is at its maximum test pressure.

4.6.1.6.3 Containment Surfaces.. The structural integrity of the exposed accessible interior and exterior surfaces of the containment, including the liner plate, shall be determined during the shutdown for.each Type A contain-

• ment leakage rate test (reference Specification 4.6.1.2) by a visual inspection of these surfaces. This inspection shall be performed prior to the Type A- 1 containment leakage rate test to verify no apparent changes in appearance or

-other abnormal degradation.

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STP FSAR Attachment 1.4 ST-HL-AE-3212 j Page 1 of 5  ;

. use and comment in 1973, including subsequent addenda 'l through 6. Hereinaf- -

ter, this code shall be referred to as ' the ASME ACI 359 document. Exceptions '

to the, code are as follows:

'e Authorization and stamping requirements in Subsection CA j e: Personnel qualifiestions_ for 14 vel III Inspection Engineer e .The filing and certification of those design and construction

' documents required by Subsections CA 3200 and CA-3300, which are y ,- - required only for stamping (The information required by these ,

-subsections will be available, but not necessarily in the format specified)-

e' The exception described in Section 3.8.1.6.3 52 Additional; codes used 'in the design of the Containment are:

? I '. - American Society of Mechanical Engineers - ASME Boiler and Pressure L Vessel (B&PV) Code,Section III, Division 1, Subsection NE for Class ll MC components,1971, including the Winter 1973 addenda; ASME B&PV E

Code,Section IX and Section II,1971 including the Winter 1973 32 addenda.

2. . American Institute of Steel Construction - AISC Specification for the Design Fabrication and Erection of Structural Steel for 53 Buildings,1969, including supplements 1, 2, and 3.

3. American National Standards Institute - ANSI A58.1 1972, "American

, Standard Buildira Code Requirements for Minimum Design loads in l Buildings and Ot.her Structures

• l 3.8.1.2.2 .Covernment Regulations and Regulatory Guides: The design, ,

construction, materials, testing, examination, etc. , of the Containment are in conformance with government regulations as discussed in Section-3.1 and with the following NRC Regulatory Guides (RGs) as noted in Section 3.12. 40 RG 1.10 " Mechanical (Cadweld) Splices.in Reinforcing Bars of Category I l

Concrete Structures," Revision 1 L RG 1.15 " Testing of Reinforcing Bars for Category I Concrete Strue.

L tures," Revision 1 L

RG 1.18 " Structural Acceptance Test for Concrete Primary Reactor Con-tainments," Revision 1 h RG 1.19 " Nondestructive Examination of Primary Containment Liner 4 Welds," Revision 1 RG 1.35 " Inservice Inspection of Ungrouted Tendons in Prestressed Con-crete Containment Structures," Revision %3 RG 1.55 " Concrete Placement in Category I Structures," Revision 0 3.8 4 Amendment 53 l

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L REGULATORY CUIDE MATRIX

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.no boundary of jurisdiction ~ of the ASME Code,Section III process piping F extends ?to and includes the root valve and the weld from the root valve

! # -to the tubing adaptor. The appropriate safety class extends from the 1 L root valve to the-sensing instrument. Seismic Category I support.s are l

. employed for Safety Class 2 and 3 instrument tubing.

• Safety Class 2 and 3 tubing is subject to the following requirements: -

L 1. Items (i.e., tubing,. fittings, and valves) of the lc safety related instrument sensing lines are designed for l '" Seismic _ Category I requirements and are subject to the Project j

Quality Assurance Program in accordance with 10Cf1t50, Appendix 60 g B. These components are not under the ASME Code,Section III .

p jurisdiction, but they are designed, fabricated, and installed  ;

utilizing the ASME Code,Section III as guidance - he safety related. instrument sensing lines are identified as Safety Class 2 or Safety Class 3, i

(; 2. All documentation and asterial identification as required by ' ,

Code is maintained. Quality control on veld rod traceability is maintained through welding process data checklists.

3. Since the instrument sensing line components.are identified as nuclear safety related in lieu of being ASME Code Section III,

• these components are not under jurisdiction of the ASME Code, t Section III nor under the eventual jurisdiction of the ASME i p

r Code Section XI. ,

L s

85. 2$r " "rrtin 2.0.'. 7. 0 fx th: . . 6 6. .. Z 1.0;. C j

86. Section 4.4.6.4 will control and maintain the testing and operability M requirements of RC 1.133 in lieu of the Technical Specifications in  !

[. accordance with letter ST HL AE 1923.

l l ** Examinations in General Employee Training Courses are multiple choice and a score of 70. percent or above is considerad a passing grade.

L L K,q.l.gs b.S is a pr.pasd %. GA i:,

l-l 3.12 34 Amendment 60

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1.,

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j

.  ;., s 6

• e LSTP FSAR Attachment-4

< , ST-HL-AE-3212 Page 4 of 5

! At the level of the: spring line on two meridians, one at a buttress and

'4. ,

the second at the typical wall section. ,

For- each of the. above -locations, the strain.nessurems. 's are made- at three

. positions within the wall, i.e., near the inside face, approximately at mid-

' point and near the outside face.- Horizontal, vertical, and diagonal strains in the concrete are measured at each position.

~

- The location of: the deflection points, strain gages, and crack inspection

, areas are shown on Figure 3.8 13.

< Temperature and strain measuring devices shall be recorded 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> prior to 4

the starting of pressurization at 3 hour3.472222e-5 days <br />8.333333e-4 hours <br />4.960317e-6 weeks <br />1.1415e-6 months <br /> intervals (exception to CC.6235 and 55

. CC 6242 of- ASME ACI-359 document which require reading being taken one week '

prior to scarting)..

3.8.1.7.2 Integrated Leak Rate Test: The integrated. leak rate test is l32 as described-in Section 6.2.6.

3.8.1.7.3 Inservice Surveillance Program:

3.8.1.7.3.1- Inservice Surveillance c,f Ungrouted Tendons The inservice surveillance of ungrouted tendons complies with the requirements of RG 1.35, 40 3.8.1.7.3.1.1 ' Tendon PrestrestiLevel Surveillance Tendon liftoff tests to monitor loss of prestress are performed using properly calibrated jacks.

~ Provisions are made to ensure.that the elongation and the jacking force are measured simultaneously. Tolerances for possible discrepancies between the elongation and the jacking force _ are established in the: design specifications.  ;

.The maximum probable error in the liftoff test results and the accuracy

' achieved during the test are evaluated. - The probable influence of temperature'

~

L on the test results due to change in the length of the wires, size of the

-structure, and changes in friction. values is evaluated.

The-procedure for'the liftoff test is in accordance with the following:

1. A measurement of the prostress at liftoff.

,2. Increase of the liftoff force up to a value greater than the expected maximum value of prestressing force.

3. Unioading of the tendon to complete detensioning (zero tension). 60

4. Exsmination for evidence of steel failure. (Broken wires shall be 60 removed.)

Items 1- and 4 apply to all surveillance tendors, while items 2 and 3 apply to one tendon from each group (inverted U and hoop). 60 The acceptance criterion for individual tendon prestress loss is that the tendon has a prestress force not less than the predicted lower bound of prestress force for the time of the test.

[ re 111ance complies with the requirene of RG 1.35 except that:

to detensioning (zero tension) and the 60

1. Unloading of a- te o subsequent recensi performed on one tendon from each group (inverted U an rizontal.) j 3.8 40 Amendment 60

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.s. . g f.; (

• 1.4 Attachment 4

>;e'.. ST-HL-AE-3212

.. STP FSAR Page 5'of 5 4

2. If the observe ft off. force of any o on in tho' original sample

population lies be n the pre over limit and 90 percent of the~

predicted lower limit, ~ ons, one on each side of this tendon-should:be checked ei t off forces. If both of these adjacent tendons ar 60 to be within t aredicted limits, this single defici y may be considered unique a-Qeptable. -

1 1

3.8.1.7.3.1.2' Tendon Material Surveillance The following numbers and 52 types of previously stressed tendon wires are removed from the following tendon groups for test and examination to detect evidence of corrosion or other deleterious effects:

1. U shaped tendon - one; at each successive inspection, a sample is -

selected from a different family of tendons; i

j 2. Hoop tendon - one.

L iThe tensile tests are made on at least three samples cut from each removed-L wire- (one, at each end and one at mid-length) . .The length of the samples is -l52 practical for testing. The use of fatigue. tests and accelerated corrosion tests are considered where applicable.

L 3.8.1.7.3.1.3 Anchor Surveillance - Hardware, such as bearing plates, L stressing washers, shims, and buttonheads, are visually inspected' to the- l60 l

extent possible without dismantling load bearing components of the anchorage.

l60 cL 3.8.1.7.3.1.4-' Sheathina Filler Surveillance - The method to be used for checking the presence of sheathing filler grease accounts for the following:

I

1. 'The minimum coverage permitted for different parts of the anchorage sys-tem, including buttonheads.

2. The influence of temperature variations, especially the lowest tempera-ture likely to occur between the successive inspections.

4

3. - The procedure used to uncover possible voids in grease in the trumpet.

4. Crease specifications, qualification tests and acceptability tolerances. '

The removal of grease to permit visual inspection of the stressing washers, shims, and bearing plates does not increase the effects of corrosion or damage l 60 the steel. -

3.8.2 Steel Containment System (ASME Class MC Components) l This section, as outlined in the NRC format regarding a " Steel Containment,"

is not applicable to the STP Containment structure itself, since a steel-lined, post-tensioned concrete Containment is used, as described in Section 3.8.1.1. However, certain steel items in the Centainment System are designed, fabricated, and installed in accordance with the intent of the technical requirements of the ASME B&PV Code,Section III, Class MC Com- 13

.ponents. These items, as described in Section 3.8.1.1, consist of the following:

3.8 41 Amendment 60

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