ML20064F503

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Rev 1 to Final Rept to NRC for IE Bulletin 79-02 Requirements at TMI-1
ML20064F503
Person / Time
Site: Three Mile Island Constellation icon.png
Issue date: 11/17/1982
From:
GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT
To:
Shared Package
ML20064F501 List:
References
REF-SSINS-6820 IEB-79-02, IEB-79-2, TDR-TMI-211, TDR-TMI-211-R01, TDR-TMI-211-R1, NUDOCS 8301060387
Download: ML20064F503 (82)
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Text

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USNRC IE BULLETIN NO. 79-02 FINAL REPORT REVISION 1 NOVEMBER 17, 1982 Prepared for CPU Nuclear

. Three Mile Island Nuclear Station Unit 1 *-

Prepared by Gilbert Associates, Inc.

Reading, PA 19603 8301060387 821230 PDR ADOCK 05000289 PDR O

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TECHNICAL DATA REPORT PROJECT NO. 1101X PAGE .1 OF 21 PROJECT:

DEPARTMENT /SECTION _ . .

TMI Unit #1 Restart NM-31 RELEASE DATE 3 8_1_ REVISION DATE 11-17-82 DOCUMENT TITLE: Final Report to USNRC for IE Bulletin 79-02 Requirements at TMI Unit No. 1 ORIGINATOR SIGNATURE DATE APPROVAL (S) SIGNATURE. DATE

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ABSTRACT:

Statement

  • R.C. Arnold This report is the response by CPU Nuclear to the
  • D.K. Croneberger reporting requirements of the USNRC IE Bulletin 79-02, J.K. Gulati including all revisions and supplements for TMI Unit No. 1
  • N.C. Kazanas (Docket No. 50-289).

A.P. Rochino D.G. Slear l: Summary E.G. Wallace

( M. Saxon This report explains the Engineering Evaluations of the original

  • M. Nelson I,b ase plate design, the on-site testing conducted to determine
  • J.J. Colitz Iconcrete expansion anchor bolt capacities and the in-place
  • R. Barley i,' inspection and testing of applicable Seismic Category I pipe
  • R. Toole haupportsusingconcreteexpansionanchors. The above evaluation C.W. Smyth jandtestingwasperformedasrequiredbytheBulletinwith
  • R.F. Wilson irespect to base plate design as well as the inetallation of the J. Delockery dconcreteexpansionanchors. The report further details findings.

l A. Makitka y Conclusion l It is the conclusion of this Report that the concrete anchor i inspection and testing program, along with the evaluation of l findings, (i.e. - factor of safety based upon original design jloads),hassatisfiedBulletinrequirements. Further, the execution of any redesigns / repairs, as required, in conjunction llwith the output of new loads from the IE Bulletin 79-14 keanalysis has brought the applicable Seismic Category I piping bystems into compliance with the intent of both Bulletin 79-02 and 79-14 requirements.

Any anchors which vary from the criteria of the IE Bulletin i 79-02 for the 2-0BE load case, have been repaired or reworked uslag l the project tested and approved concrete expansion anchors I

'nstalled i per approved procedures.

cCOVER PAGE ONLY A000 0030

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J G 211 TITLE Final Report to USNRC for IE Bulletin 79-02 Requirements at TMI Unit No. 1 PAGE i OF REV

SUMMARY

OF CHANGE APPROVAL DATE 1 General Revision to Report Body as indicated ['h'[i I.<. //-d /4 (pgs .2.4,6, 7, 8, 9, 10, 11, 12, 13, 14) , . - ,

// u gu Update Appendix III ,

Revision Appendix VII . flos);<

Update Appendix IX m g i\'

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  • i TDR-TMI-211 TABLE OF CONTENTS Section Title Page 1.0 PURPOSE AND

SUMMARY

2 2.0 METHODS 2 2.1 DESIGN REVIEW 3 2.2 SCOPE OF INSPECTIONS 5 2.2.1 Large Bore Piping 5 2.2.2 Small Bore Piping 5 2.3 INSPECTION PROGRAM 6 2.4 GROUTED BASE PLATES 8 2.5 ON SITE TESTING PROGRAM 11 3.0 ENGINEERINC EVALUATION 11 4 RESULTS 13 s INSPECTION RESULTS 13 4.2 EVALUATION RESULTS 13 4.2.1 Results for Safe Shutdown Earthquake (SSE) 13 5.0 ,' CONCLUSIONS 14

6.0 REFERENCES

15 APPENDIX I FLEXIBLE PLATE ANALYSES

. APPENDIX II SYSTEMS INSPECTED AND APPLICABLE DRAWINGS APPENDIX III LISTING OF SUPPORTS INSPECTED BY SYSTEM APPENDIX IV RANDOM SAMPLE METHOD APPENDIX Y ANCHOR BOLT INSPECTION AND TEST DOCUMENTATION APPENDIX VI ANCHOR TEST PROGRAM APPENDIX VII CONCRETE EXPANSION ANCHOR ACCEPTANCE / REPLACEMENT CRITERIA L

APPENDIX VIII SEISMIC I SUPPORTS ANCHORED TO CONCRETE BLOCK WALLS APPENDIX IX

SUMMARY

OF INSPECTIONS AND EVALUATIONS OF AS-BUILT PIPE SUPPORTS BY SYSTEM

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, TDR-TMI-211 Pegs 2 e .

-->c-1.0 . PURPOSE Viu SUMMARJ - <:x s This is, the tital report of CPU Nuclear in response to the United States' Nuclear Regulatory Commission (USNR'CUIE'ilulletin No. 79-02,

" Pipe Support BasePlateDesignUsingboncreteE$pansionAnchor Dotts,", dated March-8,'1979, Revision',1 datod June, 21, 1979,

~

fuppic.ecnt No. 1 data.d Augurt 20, 1979, and Revision 2 dated ~

Novemb'dr 8, 197b forr..Threr. Mile Island NublearjStation Unit 1, Docket'No. 50-289. ..This report describes:

1. ~ Procedures for, and regults of the in-place testing of concrete expa'nsion anchor bolts (herein referred to as '? anchors").
2. Engineering evaluation of tia inspection results.

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l 3. Design review of base plate design.t ~ '

IE Bulletin 79-32 (herein referred to sa the BU11ctin) addresser those pipe support bose plates' that-use concrete expandiu1 anchors in Seismic Catvo I pipi'ng syr: tear.. , 1

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2.0 METHODS

~

Initially, a desi i review f was performed on a representat2ve sample

, of safety related/ pipe supports (S,eismic Category I) to consider the effects of base plate. flexibility and shear--tensioa interaction z on the anchors.

(,' An inspection and testing program was then performed to investigate the original anchor installation. The tension test load was equal to or greater than 20. percent of the ultimate capacity of the

, anchor, as specified by the manufacturer. In conjunction with anchor inspection and testing, an engineering eval'uation was performed for those pipe supports having anchor and/or base plate installation " deviations," as defined in Appendix VII. This was 0

- a

/ I

TDR-TMI-211

, Pags 3 performed to determine whether these supports met the design requirements of the Bulletin. The supports which were tented and evaluated utilized both base plates and structural shapes for anchorage to the structure. An on-site testing program to determine site specific tensile capacity values for single shell anchors and groups of anchors was conducted. Resultant values from the testing, which were higher than published manufacturer's data, were used for the anchor evaluat ions doncribed above ( Appendix VT ).

2.1 DESIGN REVIEW Base plates were considered rigid in the original design.

Analytical techniques were developed for reexamination of base plates and anchorages considering base plate flexibility and expansion bolt stiffness both for moment and axial load applied to the plate surfaces (Appendix I). The equations were derived from static and deflection compatibility. The prying force on the plate and, subsequently, forces in the anchors and stresses in the plares were calculated. The expansion bolt stiffness (i.e. Ks in Appendix I) was derived from force-displacement curves provided by the manufacturer. For both the moment and the axial load case, a criterion was formulated to determine whether prying exists based upon the geometry of tne detail and material properties of the plate and anchor. Analyses of the design review showed that prying effects were negligible. Additional analyses on a large variety of base plates substantiated the finding. This result was attributed to low expansion bolt stiffness and the lack of appreciable bolt preload. Therefore, the original design assumption of rigid plate behavior is considered justifiable.

For all base plates, shear and tension effects were combined directly to evaluate the anchors with the resultant shear force being distributed equally to all anchors in the connection. The l following paragraphs describe the method for combining these effects.

I

I e

TDR-TMI-211

. P:go 4 The factor of safety (FS) is determined using the following shear-tension interaction equation:

1 FS =

+

1 u u where: FS = Factor of safety Ta = Tension Force induced into an anchor (considering plate flexibility)

Tu = Ultimate tension capacity of an anchor

  • I j Va = Shear Force induced intn an anchor Vu = Ultimate shear capacity of an anchor *
  • Ultimate tensile and shear capacities were based on the manufacturer's anchor capacity data. However, some evaluations had the advantage of larger ultimate tensile pullout capacities, obtained from the on-site testing program once the data became available.

In accordance with the manufacturer's instructions for Phillips ITT Red Head self-drilling shell type anchors, anchor-to-anchor spacings greater than 7 shell diameters develop 100% of the published ultimate strength, and spacings of 3-1/2 shell diameters develop 60%. Therefore, in those cases where the spacing is less than 7 and greater than 3-1/2 shell diameters, the anchor capacity has been linearly reduced by 20%. These factors were later checked and found to be conservative by the on-site testing program for close-spaced anchors (Appendix VI). Further, the minimum edge distance between the anchor centerline and the edge of a concrete member is required to be 5 shell diameters or 4 inches, whichever is greater. If this criterion was not met, anchor capacities were linearly reduced.

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TDR-TMI-211 Page 5 2.2 SCOPE OF INSPECTIONS 2.2.1 Large Ror,e Piping By utilizing the sampling methods outlined in Appendix A of the Bulletin, a representative sample of Seismic Category I large bore (two and one-half inch and larger) pipe support anchors was subjected to a direct tension test. A List of the systems which were examined and applicable reference drawings are given in ,

Appendix II. The specific hanger mark numbers inspected and tested in each system are listed in Appendix III.

2.2.2 Small Bore Piping Seismic Category I small bore (two inch nominal diameter and smaller) pipe was designed using a seismic support spacing criteria.

The criteria were developed for a multi-span model for each pipe diameter and schedule based on a conservative pipe stress of 25 percent of the code allowable stress (USAS 831.1, 1967). The spacing criteria provided maximum pipe spans and support loads for that span. The support spacing criteria approach was independently verified by dynamic computer analyses on randomly selected systems.

Typical support configurations were designed and analyzed for '

structural adequacy of all members, including the anchors. In generating the load rating, the geometry combination of the maximum distance from the pipe to the structure, in conjunction with the smallest spacing between anchors resulted in the worst load case.

Typically, the computer-anslyzed pipe systems indicated factors of safety in excess of 15 for 85 percent of the anchors. No anchor had a factor of safety less than five.

TDR-TMI-211

+

, Page 6 A sample of small bore Seismic Category 1 pipe supports, with anchors, was inspected and tested. The nample was nelect ed to represent a variety of installation situations (i.e., floor, wall, difficult acceca, etc.). A total of 70 anchors in 53 supports from seven (7) systems were included in the sample. The results of the I testing indicated one (1) anchur was " defective", as defined in Appendix VII. The defective anchor was repaired. No further inspection and testing of nmall bore piping was performed.

t 2.3 INSPECTION PROGRAM The anchors originally used at TMI-1 on Seismic Category I piping are the Red Head self-drilling shell type anchors manufactured by ITT Phillips Drill Division. These are an approved equal to the "RAWL" anchors, as specified on the design drawings. Some Hilti "TZD" shell anchors were used in the Chilled Water System.

Anchor and base plate parameters were inspected and documented in 3

accordance with an approved inspection procedure, and transmitted for evaluations, if required. Appendix V contains a list of j inspection parameters and sample documentation forms.

l The following sampling methods was used in the selection of anchors for testing:

l l 1. One anchor per plate as recommended by Appendix A, Item (a), of the Bulletin. If the anchor did not satisfy the inspection i requirements, all other anchors on the plate were tested.

2. A statistical sample of randomly selected anchors was tested as recommended by Appendix A, Item (b), of the Bulletin. The sampling technique used provided a 95 percent confidence level that less than 5 percent " defective anchors" are installed in any one Seismic Category I piping system. Appendix IV outlines the random sampling method in detail.

TDR-TMI-211

. Page 7 Sixteen (16) of the nineteen (19) systems examined were performed by sampling method (A) and three (3) systemu, (Spent Fuct, Makeup and Purification, and Nuclear Services Cooling), were performed by a i combination of methods (A) and (B). All nineteen (19) systems were started using method (A), however, the three (3) largest systems

. were changed from method (A) to method (B) to reduce the number of required anchor tests.

Tension testing was accomplished for the most part by direct pull utilizing a load cell and coupling hardware. A tension load was applied to the anchors by tensioning a stud engaged in the shell until the load cell indicator displayed the desired load. A procedure for shimming of base plates was used, when necessary, to prevent contact between the anchor shell and the plate. Anchors installed with plug depth within tolerance were loaded to a value of 20 percent of the ultimate capacity of the anchor diameter being tested. Anchors installed where plug depth was not within tolerance were loaded to a value of 40 percent of the ultimate capacity of the anchor diameter being tested. The ultimate capacities used as a basis for determining the test and proof loads were obtained from the manufacturer's bolt capacity data. In either case, if load was achieved, the anchor test was considered acceptable.

Where anchor accessibility precluded use of the load cell, torque testing was utilized. A correlation between torque and tension was established by on-site tescing. For each size anchor (1/4, 5/16, 3/8, 1/2, 5/8, 3/4, 7/8 inch), a calibrated load cell was used to correlate tension with the applied torque by a calibrated torque wesnch. The correlation test was performed three times for each size anchor. The highest terque was selected for inspection purposes.

. TDR-TMI-211 Page 8 The anchors used on the chilled water system supports were manufactured by Hitti TZD. This brand of anchor was not longer commercially available, and therefore, additional bolts could not be obtained for an on site testing program to determine the average ultimate tensile capacity. A proof load was applied to the existing anchors which was used as the ultimate capacity of the bolt in subsequent evaluation. A factor of safety greater than four was considered acceptable f or I hene anchorn uning the proof load as the ultima *a capacity.

2.4 CROUTED BASE PLATES An attempt was made to perform the required tensile testing of shell type anchor bolts on grouted base plates. In trying to remove some of these bolts from the shell, the bolts failed in torsional shear.

As a result of this, no further attempt was made to perform the tensile test. It was felt that this demonstrated that sufficient restraining force existed in the anchor bolts on the grouted base plates. It was also noted that there was no evidence of slippage between the anchor shell and the concrete during this bolt removal effort. This coupled with the support operability (functionability) review, provided justification for the discontinuation of the tensile testing of these bolts. Each support was, however, visually inspected and any deviations to design such as size of bolt installed, base plate size and thickness, and bolt spacing were l considered in the determination of the factor of safety.

The system operability review involved an assessment of each support to meet its intended function. The. reliability of the untested expansion anchors that were used in seventy-six grouted base plate designs were evaluated considering
(a) design intent; (b) potential deviations in anchor installation; (c) high factors of l safety; (d) the operability of the support. Through the evaluation of these supports, the confidence as to the support functioning as I

was intended by design was confirmed. A summary of these is l

i

TDR-TMI-211 Page 9 i

presented below. The evaluations were performed as part of the Bulletin 79-14 program, Report TDR-TMI-194.

1. Tension on Anchor Bolts A summary of the supports evaluated shows that: thirteen (13) supports had no tension or shear loads and thirty-two (32) supports had negligible tension and/or shear loads. The

" Factors of Safety" for these anchors were greater than sixteen (16) which substantially exceeds the NRC IE 79-02 Bulletin requirements.

Justification:

Since either no or minimal upward load exists, no tension test load needs to be applied to the anchor bolts.

1

2. Equipment Nozzle Load Another consideration was supports whose design intent was to provide deadicad support adjacent to equipment nozzles to facilitate maintenance. These supports were included in the piping analyses and modeled as supports which could take deadload, as well as loads in directions other than deadload.

If the " Factor of Safety" requirements for the anchor bolts were exceeded, the support load would be assumed by the nozzle of the equipment adjacent to the supports.

Justification:

An evaluation of the nozzles was also performed to determine if nozzle loading were within allowable limits set by the l Manufacturer. Where allowable nozzle loads were not available, the loads were compared to the criteria agreed upon and confirmed in our letter CAI/TMI-lCS/3354, dated 05-20-80. i

TDR-TMI-211

, Pcgs 10 Seven (7) supports were considered acceptable using this criteria.

3. Anchor Bolt Factor of Safety Ten (10) base plates were evaluated based on maintaining a "Facrar of Safety" greater than ten (10). The basis for establishing this conservative approach was the good test results recorded at the site for bolts tested in other than floor mounted inutallations, and the fact that four (4) bolts failed in the bolt material rather than at the shell anchor concrete interface. g Justification:

In each case where tensile testing was attempted on anchors in grouted base plates, the bolt material failed and not the shell-type-anchor concrete-interface. This provides additional credibility to the shell type anchor installation and its holding power.

4. Redesians The remaining fourteen (14) supports of the sixty-six (66) total did not require an operability review since these
supports have been modified in accordance with the Bulletin.

These supports required the installation of new expansion anchors.

TDR-TMI-211

, Page 11 1

2.5 ON SITE TESTINC PROGRAM An on-site testing program was carried out to determine the average ultimate tensile capacity of single anchors and groups of anchors.

The results of the test program indicated values higher than those given by the manufacturer. Details of the testing results are presented in Appendix VI. The ultimate tensile capacities determined f rom on-site tests were used in the engineering evaluations described in Section 3.0.

3.0 ENGINEERINC EVALUATION Supports containing anchors with reported " deviations" were submitted for engineering evaluation.

" Deviations" in support configuration and anchor installation were noted, and factored into the analysis. The worst load combinations on the piping supports were resolved into reaction forces on individual anchors and the minimum factor of safety was determined for an anchor on a given support. Stresses in base plates and structural shapes attached to the concrete structure by anchors were calculated and compared to allowable stresses based on American Institute of Steel Construction (AISC) design requirements. A '

minimum FS of five is required by the Bulletin for shell type anchors.

Pipe support loads were generated as an output of a dynamic piping analysis and were utilized for the design of the individual pipe supports. Therefore, a dynamic amplification factor was not required.

TDR-TMI-211 Pegs 12 Load combinations considered are:

1. Deadweight + Thermal + OBE* Seismic + Occasional Mechanical Loads = Total design load
2. Deadweight + Thermal + 20BE** Seismic + Occasional Mechanical Loads = Total design load
    • 20BE - SSE (Safe Shutdown Earthquake) = Maximum Hypothetical Earthquake as defined in FSAR = Design Basis Earthquake A correctly installed shell type anchor develops its tensile capacity by radial expansior. of the bottom portion as expanded by a conical plug when the shell is driven into the concrete. in effect, this gives an internally threaded insert rigidly anchored in the concrete. The base plate is bolted to the shell and the bolt does not require preload.

All Seismic Category I supports are potentially subject to a relatively low number of saismic loading cycles which can be accommodated by the design. Operational loads which could, during the lifetime of the plant, undergo a high number of load cycles, were identified during startup testing, and modifications to the pipe support system were made as required to reduce such loads.

l Documentation was completed to note acceptability, drawing revision l

1 if required, redesign if required, rework if required, plate stress, l FS, and the close out signature, if acceptable.

i i

Supports requiring redesign were submitted to engineering for disposition. For those supports with an anchor having a FS less l than 2.0, for the 20BE load case, a re-evaluation was conducted in conjunction with IE Bulletin 79-14. Any support containing an l

TDR-TMI-211

. Page 13 anchor which has a FS less than 2.0, for 20BE load case, have been redesigned and repaired to accommodate 20BE loads prior to plant 1

start up.

4.0 RESUI.TS 4.1 INSPECTION RESULTS Field inspections were performed in accordance with an approved inspection procedure on a total of 1765 anchors. The anchors inspected and tested were part of 904 separate supports. A total of l 68 anchors were found to be " defective" as defined in Appendix VII.

All " defective" anchors as well as those with " deviations" were evaluated as described in Section 3.0 to determine their ef fect on support factor of safety.

Inspections indicated five (5) supports anchored to solid concrete block (masonry) walls with anchors (Appendix VIII). These supports are part cf the Nuclear Services Closed Cycle Cooling System and are accessible during plant operations. Inspection and testing were done in accordance with the testing procedures used for anchors in concrete. Results were acceptable per the procedure. Individual support evaluations have been done using the proof load applied to the anchors as a basis for determining the factor of safety. All meet Bulletin requirements. The masonry walls have been evaluated considering the requirements of USNRC IE Bulletin 80-11.

4.2. EVALUATION RESULTS 1

4.2.1 Results for Safe Shutdown Earthquake (SSE)

SSE = Maximum Hypothetical Earthquake as defined in FSAR Revision 2 of the Bulletin clarified the intent of Revision 1 and Supplement No. I requirements by stating that the FS of 5.0 for l

, TDR-TMI-211 Page 14 shell type anchors was intended for the " worst case" load combination including the SSE. As a result of this clarification which represented more conservative requirements than had been previously applied to the TMI work, an extensive investigation was l

carried out to determine the consequences of using a " worst case" load combination including SSE. The effect due to two times the OBE was used to conservatively approximate the SSE.

Appendix IX presents a summary of the "2 OBE" cvaluations tabulated by system. Based on an engineering evaluation of the as-built condition, 27.9 percent of the supports (253) include anchors with a FS less than 5.0 assuming a " worst case" load combination including 2 OBE.

5.0 CONCLUSION

S An inspection and testing program along with Engineering Evaluations has been completed. These actions satisfy IE Bulletin 79-02 requirements. Any support which had a factor of safety less than five (5) for the 2 OBE load case was designated for repair / redesign.

All redesigns have been designed to meet the 2-OBE loading. All 1 supports with a factor of safety less than two (2) for the 2-OBE load case have been redesigned / repaired before plant start up.

All modifications were performed in conjunction with IE Bulletin 79-14 requirements. As a result of the 79-14 effort, any effects on findings in TDR-TMI-211 have been identified and corrective action completed as described in a revision to the 79-14 Final Report.

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TDR-TMI-211

. Pega 15

6.0 REFERENCES

1. TMI Unit 1 FSAR Section 5.0
2. ITT Phillips Drill Division, " Red-Head Concrete Anchoring Handbook and Specifiers Guide," 1973.
3. Piping Physical Drawings - 304 Series (Appendix II).
4. Piping Isometric Drawings - 312 Series (Appendix II).
5. Flow Diagrams - 302 Series (Appendix II).
6. Pipe Support Drawings - 306, 317, and 318 Series.
7. Anchor Eolt Inspection and Test Documentation (Appendix V).
8. Anchor Plate Analysis Computer Program " PRY".
9. AISC " Specifications for the Design, Fabric ^ation and Erection of Structural Steel for Buildings," November 1, 1978.

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4 TDR-TMI-211 APPENDIX I FLEXIBLE PLATE ANALYSES 1

i 1

TOR-TMI-211 APPENDIX I Page 1 of 3 FLEXIBLE PLATE ANALYSIS NOMENCLATURE 1

i V = Shear force in plate between attachment and tension bolt line MDES = Applied moment loading T = Total tension force in bolts on one side of plate (includes any prying force)

C = Compression force on base plate due to moment loading Py = Total prying force on one edge of plate.

E = Modulus of elasticity of base plate material C = Shear modulus of base plate material K, = Spring constant for all anchors on one side of plate e = Distance from tension bolt line to face of attachment I = Effective base plate moment of inertia on plate tensici side Ip = Effective base plate moment of inertia on plate compressive side L = Location of compressiva force for moment loading measured from face of attachment Li = Distance from bolt line to plate edge A = Deflection quantities d,= Anchor bolt deflection A = Plate shear area (equals effective width times plate thickness)

W = Width of attachment Q = Attachment and base plate rotation under moment loading I

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TDR-TttI-211 Appsndix I FLEXIBLE PLATE ANALYSIS FOR TENSILE LOAD 4-BASE PLATE -' *-- ATTACHMENT l jV

, EXPANSION ANCHOR V

CONCRETESURFACEq

v <.l.;t' .v. f ': c l'l y .~ % r.'

e ll - PV = PRYING FORCE U

PROBLEM T-V+Py THE PROBLEli IS SOLVED BY SUPERPOSITION, USING PARTS 1 AND 2 GIVEN BELOW.

dV y,3 ye [ J 3El X 0

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u 3

3El 2e N_p 1 P Al 21 PART I 2 Ve Lt V A=yt g e l U A4 T

' y j, , g EY d h J kk )L A2 Pv PART 2 PvLj2e PvL;3 A3 =

( A4 -42 ) = + + - - pytt El 3El 5 AG 3

Apv = Pv + Pvt 2 e + Pvtj + .E PvLj Ks El 3El 5 AG 3 -

EQUATION 1 - EQUATING Ai = Apv; b = 'I 1 1 1 [ L.' + +_

6 l

_l, V 2El Ks -

Ks El 3El 5 AG 2

IF 1 yc Lt

_g NO PRYING EXISTS AND T = V 1 e2 IF g < Lj SOLUTION OF EQUATION 1 WILL YlELD THE P '

1-

  • TDR-TMI-211 Apptadix I

, Pagn 3 of 3 FLEXIBLE PLATE ANALYSIS FOR APPLIED MOMENT e

t

\.

\

w Aa = 1 A h A E8 C

L+W+e ll Py u

T=V+Py T = V + Py Aa =

VL2 0 =

2Elp 3 Pvl ie2 y,3 L

=p Aa - +

-QW-De}"

y _ NDES + Pylt e>W+L ,

e2L.' 3 V -

_2El - QL1 p Ks_

2 3 L1 + 6_ ,L_l,

.l. + L3 *' +

Ks E- 3El 5 AG V Ve2 Lj IF g + OL13 NO PRYING EXISTS AND T = V Ve2 t; l IF y + Oli< g , SIMULTANEOUS SOLUTION OF THE SIX EQUATIONS GIVEN ABOVE WILL YlELD THE LOCATION OF THE COMPRESSIVE FORCE "C" AND THE MAGNITUDE OF THE PRYING FORCE "PV",

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0 e

9 TDR-TMI-211 APPENDIX II SYSTEMS INSPECTED AND APPLICABLE DRAWINGS 1

TDR-TMI-211

  • APPENDIX II

, Page 1 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINGS FLOW ME ISOMETRIC REV PIPINC REV DIACRAM REV Condensatel 47 D-312-625 1 E-304-102 14 C-302-101 18 (Supply to E-304-104 10 Emergency Feedwater)

MK-No's 49 D-312-697 1 E-304-102 14 C-302-101 18 CO- 206 C-312-726 0 H-304-101 17 C-302-101 18 E-304-102 14 201 C-312-728 0 E-304-102 14 C-302-101 18 Core Flooding 34 C-312-551 2 E-304-641 20 C-320-640 24 E-304-642 28 E-304-711 13 C-302-711 12 MK-No's 35 B-312-550 4 E-304-641 20 C-302-640 24 ,

CF- E-304-711 13 C-302-711 12 Decay Heat 1A S$.-312- 554 5 E-304-641 20 C-302-640 24 Removal E-304-642 28 MK-No's 3 SS-312-556 2 E-304-641 20 C-302-640 24 DH- E-304-642 28 4 B-312-568 2 E-304-641 20 C-302-640 24 E-304-642 28 10 C-312-711 2 E-304-641 20 C-302-640 24 E-304-641 28 51 SS-312-640 1 E-304-641 20 C-302-640 24 E-304-642 28 60 B-312-652 2 E-304-641 20 C-302-640 24 E-304-642 28 61 B-312-653 1 E-304-641 20 C-302-640 24 E-304-642 28 72 SS-312-588 2 E-304-641 20 C-302-640 24 E-304-642 28

TDR-TMI-211

  • APPENDIX II

, Page 2 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINGS (Cont'd)

FLOW ME ISOMETRIC REV PIPINC REV DIACRAM REV Decay Heat 96 C-312-654 2 E-304-641 20 C-302-640 24 Removal (Cont'd) E-304-642 28 122 SS-312-678 1 E-304-631 21 C-302-630 11 E-304-632 17 123 SS-312-687 1 E-304-641 20 C-302-640 24 E-304-642 28 146 C-312-692 1 E-304-641 20 E-304-642 28 C-302-640 24 E-304-661 15 C-302-645 13 E-304-662 15 C-302-660 17 E-304-664. 18 C-302-661 19 160 C-312-710 4 E-304-653 10 C-302-650 18 E-304-709 4 169 B-312-724 2 E-304-641 20 C-302-640 24 E-304-642 28 171 C-312-743 1 E-304-712 17 C-302-712 15 173 C-312-745 -

E-304-641 20 C-302-640 24 E-304-642 28 C-302-712 15 E-304-712 17 Spacing - -

C-302-645 13 Criteria Decay Heat 56 C-312-648 1 E-304-644 15 C-302-645 13 Closed Cycle E-304-645 15 Cooling 57 C-312-649 1 E-304-644 15 C-302-645 13 MK-No's E-304-645 15 DC- 58 SS-312-650 1 E-304-644 15 C-302-645 13 E-304-645 15 59 SS-312-651 1 E-304-644 15 C-302-645 13 E-304-645 15 86 C-312-647 1 E-304-644 15 C-302-645 13 E-304-645 15

TDR-TMI-211

' APPENDIX II Page 3 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINCS (Cont'd)

FLOW ME ISOMETRIC REV PIPINC REV DIACRAM REV Decay Heat 87 C-312-646 1 E-304-644 15 C-302-645 13 Closed Cycle E-304-645 15 Cooling (Cont'd) 165 B-312-712 0 E-304-644 15 C-302-645 13 L-304-645 15 166 B-312-713 0 E-304-644 15 C-302-645 13 E-304-645 15 189 B-312-755 0 E-304-646 1 C-302-610 25 C-302-645 13 228 SS-312-698 0 E-304-644 15 C-302-645 13 E-304-645 15 Spacing -

E-304-646 1~ C-302-645 13 Criteria Feedwateel (Isolation 30 B-312-506 4 E-304-081 11 C-302-081 17 Portion) E-304-085 7 MK-No's 138 B-312-672 2 E-304-081 11 C-302-081 17 FW- E-304-085 7 139 B-312-673 3 E-304-081 11 C-302-081 17 E-304-085 Instrument Air Spacing -

E-304-271 11 C-302-271 18 MK-No's Criteria E-304-272 3 l IA- E-304-274 6 E-304-275 8 E-304-276 6 E-304-277 8 E-304-771 4 E-304-772 S E-304-773 8 E-304-774 3 E-304-776 3 E-304-775 5

TDR-TMI-211

  • APPENDIX II Page 4 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINCS (Cont'd)

FLOW ME ISOMETRIC REV PIPINC RKV DIACRAM REV Monitoring Post Spacing - -

D-304-716 3 C-302-721 3 Acc Purge 2 Criteria (Sampling Portion)

MK-No'c MPA-Leak Ratel Spacing - -

E-304-244 0 C-302-725 5 MK-No's Criteria E-304-725 7 LR-Main Steaml 25 B-312-503 5 E-304-012 14 C-302-011 22 (Supply to Emerg. 27 B-312-502 5 E-304-012 14 C-302-011 22 Feed Water Pump E-304-011 11 Turbine, Contain- 38 C-312-771 1 E-304-012 14 C-302-011 22 ment Isolation) E-304-013 15 MK-No's 39 C-312-772 1 E-30'4-012 14 C-302-011 22 i

MS- E-304-013 15 VE- 40 C-312-773 1 E-304-012 14 C-302-011 22 E-304-013 15 41 C-312-774 1 E-304-012 14 C-302-011 22 E-304-013 15

42 B-312-581 4 E-304-012 14 C-302-011 22 E-304-013 15 43 B-312-582 4 E-304-012 14 C-302-011 22 E-304-013 15 230 C-312-779 1 E-304-012 14 C-302-011 22 E-304-013 15 l Spacing - -

C-302-011 22 Criteria

TDR-TMI-211

, APPENDIX II Page 5 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINGS (Cont'd)

FI.0W ME ISOMETRIC REV PIPINC REV DIACRAM REV Make-up and 6 C-312-775 1 E-304-661 15 C-302-660 17 Purification E-304-662 15 C-302-661 19 E-304-663 12 MK-No's 7 C-312-776 1 E-304-662 15 C-302-660 17 MUE- E-304-663 12 C-302-661 19 <

MUH- E-304-665 9 8 C-312-777 2 E-304-663 12 C-302-660 17 E-304-665 9 C-302-601 19 11 C-312-752 1 E-304-661 15 C-302-660 17 E-304-662 15 C-302-661 19 98A SS-312-643 1 E-304-663 12 C-302-660 17 C-302-661 19 103 D-312-641 3 E-304-661 15 C-302-660 17 E-304-663 12 C-302-661 19 118 C-312-642 1 E-304-663 12 C-302-660 17 C-302-661 19 146 C-312-692 1 E-304-661 15 C-302-660 17 E-304-662 15 C-302-661 19 E-304-664 18 163 C-312-714 0 E-304-661 15 C-302-660 17 C-302-661 19 164 C-312-715 1 E-304-661 15 C-302-660 17 C-302-661 19 167 C-312-718 0 E-304-661 15 C-302-660 17 E-304-662 15 C-302-661 19 170 B-312-716 0 E-304-661 15 C-302-660 17 E-304-662 15 C-302-661 19 209 B-312-719 0 E-304-661 15 C-302-660 17 l

E-304-662 15 C-302-661 19 210 C-312-720 1 E-304-661 15 C-302-660 17 E-304-662 15 C-302-661 19

TDR-TMI-211

, APPENDIX II Page 6 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINGS (Cont'd)

FLOW ME ISOMETRIC REV PIPINC REV DIACRAM REV Make-up and 211 B-312-721 0 E-304-663 12 C-302-660 17 Purification E-304-664 18 C-302-661 19 (Cont'd) 212 B-312-722 0 E-304-663 12 C-302-660 17 E-304-664 18 C-302-661 19 Spacing - -

C-302-660 17 Criteria C-302-661 19 Nuclear Services 94 D-312-632 1 E-304-611 9 C-302-610 25 Closed Cycle E-304-612 14 Cooling 95 D-312-634 1 E-304-611 9 C-302-610 25 MK-No's E-304-612 14 NSE- 111 C-312-663 1 E-304-213 6 C-302-610 25 NSH- E-304-214 9 MC- 112 C-312-664 1 E-304-213 6 C-302-610 25 RB- E-304-214 9 114 C-312-660 1 E-304-611 9 C-302-610 25 E-304-612 14 116/117 D-312-655 2 E-304-613 9 C-302-610 25 131 C-312-635 2 E-304-611 9 C-302-610 25 E-304-612 14 E-304-613 9 l

i 133 C-312-633 1 E-304-612 14 C-302-610 25 140 B-312-690 1 E-304-611 9 C-302-610 25 141 B-312-691 1 E-304-611 9 C-302-610 25 142 B-312-690 1 E-304-611 9 C-302-610 25

143 B-312-691 1 E-304-611 9 C-302-610 25 144 B-312-693 2 E-304-612 14 C-302-610 25 145 B-312-694 1 E-304-612 14 C-302-610 25 155 .C-312-704 1 E-304-613 9 C-302-610 25 156 C-312-705 1 E-304-613 9 C-302-610 25 i E-304-611 9

TDR-TMI-211

, APPENDIX II i Page 7 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINCS (Cont'd)

FI.OW ME _I_SOMETRIC hEV PIPINC REV DIACRAM REV Nuclear Services 179 D-312-762 1 E-304-614 10 C-302-610 25 Closed Cycle E-304-615 Cooling (Cont'd) 183 B-312-737 0 E-304-611 9 C-302-610 25 185 B-312-734 0 E-304-611 9 C-302-610 25 187 B-312-733 0 E-304-611 9 C-302-610 25 188 B-312-738 0 E-304-611 9 C-302-610 25 189 B-312-755 0 E-304-646 1 C-302-610 25 C-302-645 13 195 B-312-742 0 E-304-612 14 C-302-610 25 196 B-312-727 0 E-304-612 14 C-302-610 25 193 B-312-750 0 E-304-612 14 C-302-610 25 199 D-312-741 0 E-304-613 9 C-302-610 25 204-2 C-312-780 2 E-304-614 10 C-302-610 25 E-304-615 2 204-3 C-312-781 2 E-304-614 10 C-302-610 25 E-304-615 2 204-1 C-312-782 2 E-304-614 10 C-302-610 25 t

E-304-615 2 205 D-312-731 2 E-304-614 10 C-302-610 25 E-304-615 2 213 C-312-765 0 E-304-615 10 C-302-610 25 E-304-615 2 214 C-312-766 2 E-304-614 10 C-302-610 25 E-304-615 2 215 C-312-767 2 E-304-614 10 C-302-610 25 t

E-304-615 2 218 D-312-763 2 E-304-611 9 C-302-610 25 E-304-614 10 E-304-615 2 219 C-312-764 4 E-304-611 9 C-302-610 25 E-304-612 10 E-304-613 2

~

s

~' ~

TDR-TMI-211 APPENDIX II's Page 8 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINGS (Cont'd) c- -

t _

FLOW ME ISOMETRIC REV PIPING REV DIACRAM_ g'V Nuclear Services 222 C-312-758 0 E-304-645 15 C-302-610 25 Closed Cycle C-302-645 13 ~

Cooling (Cont'd) 223 C-312-761 0 E-304-646 1 C-302-640 25 C-$02-645 13 224 C-312-760 0 E-304-646 1 C-302-610 25 C-302-645 225 B-312-759 0 E-304-646 1 C-302-610 25 Spacing - -

C-302-645 13 Criteria Reactor Bldg. 20 SS-312-596 1 E-304-712 17 C-302-712 15 Spray 32 B-312-629 0 E-304-712 17 C-302-712 15 MK-No's 45 SS-312-574 2 E-304-712 17 C-302-712 15 BS- 46 B-312-628 1 E-304-712 17 C-302-712 15 SPS- 84 B-312-612 Q E-304-713 2 C-302-712 15 SBW E-304-714 6 171 C-312-743 1 E-304-712 17 C-302-712 ' 15 172 C-312-746 0 E-304-712 17 C-302-712 ' 15 E-304-641 20 C-302-640 24

, E-304-642 l 173 C-312-745 0 E-304-712 17 C-302-712 15

E-304-641 20 C-302-640. 24 E-304-642 28 174 C -312-744 0 E-304-625 9 C-302-620 19 l 175 C-312-747 0 E-304-712 17 C-302-712415 176 C-312-751 0 E-304-712 17 Ci .302-712,.'15 226 C-312-768 1 E-304-712 17 C-302-712 I 15 E-304-625 9 C-302b20 19 i 227 C-312-769 0 E-304-625 9 C-302-620 19 ,

l Spacing - -

C-302-620 19 Criteria C-302-640 24 C-302-712 '15 l' t

i

. 1 s TDR-TMI-211 i APPENDIX II

- 4

, Page 9 of 11 L

SYSTEMS INSPECTED AND APPLICAULE DRAWINGS (ConL'd) t FLOW s ME ISOMETRIC REV PIPING REV DIACRAM REV River Wet,er 28 ' C-312-600 1 E-303-135 7 C-302-202 20 HK-No's 36 *)-312-617 2 E-303-135 7 C-302-202 20 RW- I 37 D-312-619 3 E-303-135 7 C-302-202 20 IP- ' ' ,

', 52 D-312-638 1 E-304-212 5 C-302-202 20 RR-' 53 D-312-639 1 E-304-212 5 C-302-202 20 g 159 C-312-706 1 E-304-131 15 C-302-202 20 E-304-132 216 B '312-729 1 E-303-135 7 C-302-202 20 217 B-312-729 1 E-303-135 7 C-302-202 20 Spacing - -

C-302-202 20 Criteria Emergency 71 SS-312-593 2 E-304-086 14 C-302-081 17 Feedwater 21 B-312-567 4 E-304-086 14 C-302-081 17 MK-No's 22 C-312-566 4 E-304-086 14 C-302-081 17 EF- 64 SS-312-585 3 E-304-086 14 C-302-081 17 65 SS-312-586 3 E-304-086 14 C-302-081 17 66 SS-312-587 3 E-304-086 14 C-302-081 17 Spent Fuel 119 C-312-683 1 E-304-631 21 C-302-630 11 MX-No's E-304-632 17 SFE- 120 C-312-684 1 E-304-631 21 C-302-630 11 E-304-632 17 SFH- 121 B-312-685 1 E-304-631 21 C-302-630 11 E-304632 17 122 SS-312-678 1 E-304-631 21 C-302-630 11 E-304-632 17 124 C-312-677 1 E-304-631 21 C-302-630 11 E-304-632 17 125 C-312-681 1 E-304-631 21 C-302-630 11 E-304-032 17 l

1 l

, i TDR-TMI-211

  • APPENDIX II Page 10 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAW 1NCS (Cont'd) s FLOW ME ISOMETRIC Rf 'J PIPINC REV DIACRAM REV Spent Fuel 126 B-312-682 2 E-304-631 21 C-302-630 11 (Cont'd) E-304-632 17 127 B-312-682 2 E-304-632 21 C-302-630 11 E-304-632 128 B-312-674 1 E-304-631 21 C-302-630 11 E-304-632 17 129 B-312-680 1 E-304-631 21 C-302-630 11 E-304-632 17 130 B-312~680 1 E-304-631 21 C-302-630 11

! E-304-632 132 C-312-679 1 E-304-631 21 C-302-630 11 E-304-632 17 134 B-312-675 1 E-304-631 21 C-302-630 11 E-304-632 17 135 C-312-686 1 E-304-631 21 C-302-630 11 E-304-632 17 136 B-312-688  ; E-304-631 21 C-302-630 11 E-304-632 17 137 C-312-689 1 E-304-631 21 C-302-630 11 E-304-632 17 1 pacing - -

C-302-630 11 Criteria Waste Disposal 2 Spacing - -

E-304-699 18 C-302-690 17

! MK-No's Criteria C-302-691 16 l

WDE- C-302-692 19 WDH- C-302-693 20 I

B

TDR-TMI-211

APPEND 1X 11 Page 11 of 11 SYSTEMS INSPECTED AND APPLICABLE DRAWINGS (Cont'd)

FLOW ME ISOMETRIC, REV PIPINC REV DIACRAM REV Reactor 88 B-3 ?.2-5 /9 3 E-304-653 10 C-302-650 18 Coolant 92 SS-312-580 3 E-304-653 10 C-302-650 18 MK-No's 160 C-312-710 4 E-304-653 10 C-302-650 18 RC- E-304-709 4 PR- 162 B-312-565 4 E-304-653 10 C-302-650 18 Intermediate Coolingl 151 C-312-702 2 E-304-621 13 C-302-620 19 MK-No's E-304-622 25 182 C-312-754 2 E-304-621 13 C-302-620 19 Chilled 3 Water 144 B-312-693 2 E-304-612 13 D-302-610 25 MK-No's 145 3-312-694 1 E-304-612 13 D-302-610 25 CHH- 250 C-312-783 - E-311-841 14 D-302-655 1 CHE- E-311-842 11 E-311-843 17 E-311-844 9 251 C-312-784 -

E-311-841 14 D-302-655 1 E-311-842 11 6-311-843 17 E-311-844 9 252 C-312-783 -

D-302-655 1 Spacing - -

D-302-655 1 Criteria 1

FSAR Seismic Category III System. Inspected Portion - Seismic Category I.

2 FSAR Seismic Category II System. Inspected Po-tinn - Seismic Category I.

3 FSAR Listing - Vital Ventilation System, Control Building

. g e- *

  • 9 e

TDR-TMI-211 APPENDIX III LISTING OF SUPPORTS INSPECTED BY SYSTEM

e TDR-THI-211

<. APPENDIX III Page 1 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM Syniem T.D. Supports innpected and Tested Condensate COE-3*

COE-6 COE-20 COE-21 COH-159 COH-210 COH-211*

COH-212*

COH-253*

C0H-254*

COH-267*

COH-268*

Core Flooding CF-7 1 CF-8 1 Decay Heat Removal DHH-104A DHH-108A*

DHH-109A*

DHH-lll*

DHH-125A*

DHH-126*

, DHH-127A*

DHH-130*

DHH-136*

DHH-137*

DHH-138*

DHH-140

  • Crouted (Section 2.3)
    • No Ck of Anchors (Inaccessible - i.e., high radiation / physical limitations). ,

See Section 2.3

m , ,

, TDR-TMI-211 APPEND 1X 111 Page 2 of 21 LISTINC OF TJPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested Decay Heat Removal (Cont'd) DHH-141 DHH-144 DHH-147 1 Dilli-155 DHH-158 DHH-159 DHH-164 DHH-171*

DHH-174*

DHH-177*

DHH-178 DHH-179 DHH-184 DHH-187 DHH-188 DHH-194 DHH-196 thru 200 DHH-202 DHH-203 DHH-204 1 DH-23 DH-30 Dii-31 DH-32

! Decay Heat Closed Cycle Cooling DCH-3 thru 7 DCH-8 DCH-9 e DCH-10 DCH-ll* thru 13*

DCH-15 DCH-16

a

, TDR-TMI-211 APPENDIX 111 Page 3 of 21 LISTINC OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested Decay Heat Closed Cycle Cooling (Cont'd) DCH-18 DCH-21 DCH-23 DCil-26 thru 29 DCH-33*

DCH-34*

DCH-35* .

DCH-36*

DCH-48 DCH-52* thru 56*

DCH-57** 1 DCH-59 thru 64 DCP-66 DCH- 48 1

1 Feedwater FWH-31 FWH-100 FW -118* g FWH-121 FL'9-122 Instrument Air IAH:1*

IAH-2 thru 5 IAH-7 IAH-10 thru 13 IAH-15 IAH-24*

IAH-26 thru 29 Monitoring Post Accident Purge MPAH-1 thru 4

- - - ,- -, , - w

TDR-THI-211

, APPENDIX III Page 4 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested Leak Rat 6 LRH-ll 1 LRH-12 LRH-14 LRH-16 thru 19 Main Steam MS-55 MS-65 MS-201 MS-219 MS-224 thru li6 MS-227/220 MS-228 MS-233 1

MS-235 MS-236 1 MS-241 l

MS-262 l MS-263 thru 267 MS-268 thru 272

! MS-277 MS-277A MS-278 MS-288 thru 290 VE-18 1 IIake-Up and Purification MUE-1 MUE-2 l

MUE-3 MUE-5 thru 7 MUE-10 thru 12 MUE-16 thru 18

~

,, TDR-TMI-211 APPENDIX III l l' age 5 of 21 LISTING OF SUI'l' ORTS INSI'ECTED !!Y SYSTEM System I.D. Supports Inspected and Tested Make-Up and Purification (Cont'd) MUE-21 MUE-23 MUE-34 MUE-35 MUE-39 MUE-40 MUE-42 thru 44 MUH-5*

1 MUH-7* thru 9*

Mull-18*

MUH-25 MUH-27 thru 30 PUH-32 MUH-36 MUH-37 MUH-38*

MUH-39*

MUH-42 thru 52 MUH-55 MUH-56 MUH-58 MUH-59 MUH-72 ft3H-76 MUH-77 MUH-79 MUH-88 thru 92 MUH-96 thru 98 MUH-100 MUH-106 MUH-112 1

s TDR-TMI-211 APPENDIX III

. Page 6 of 21 LISTING OF SUPPORTS INSPECTED 11Y SYSTEM System I.D. Suprorts Inspected and Tested Make-Up and Purification (Cont'd) MUH-ll6 MUH-120 MUH-123 i MUH-130 thru 132 MUH-135 thru 137 MUH-140 thru 142 MUH-143*

MUH-147 1 MUH-150 MUH-158**

MUH-164 MUH-165 MUH-173 MUH-174 MUH-188 MUH-199 MUH-205 MUH-209 MUH-210 MUH-217 MUH-219 MUH-220 MUH-222 MUH-223 l MUH-214** thru MUH-226**

MUH-227 MUH-228**

MUH-236 MUH-256 MUH-262 MUH-266 thru 271 l MUH-283

J

(-

TDR-TMI-211

, APPENDIX III

, Page 7 of 21 LiSTINC OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested Make-Up and Purification (Cont'd) MUH-287 MUH-296 MUH-297 MUH-302 M' 111 MUH-321 MUH-323A Nuclear Services Closed Cycle Cooling NSE-1 NSE-2 NSE-5 thru 19 NSE-21 NSE-23 thru 33 l NSE-37 NSE-43 thru 46 NSE-48 NSE-51 thru 53 NSE-62 NSE-63 NSE-71 thru 74 NSE-93 NSE-95 NSE-97 NSE-102 NSE-103 I

NSE-109 1

NSE-129 NSE-130 NSE-131 NSE-134 thru 136 NSE-143 NSE-147

TDR-THI-211

- APPENDIX III Page 8 of 21 LISTINC OF SUPPORTS II;SPECTED 8Y SYSTEM System I.D. Supports Inspected and Tested Nuclear Services Closed Cycle Cooling NSE-148 (Cont'd) NSE-154 NSE-155 NSH-4 NSH-6 thru 7 1 NSH-9 NS!!-10 NSH-13 thru 17 NSH-27 NSH-28*+7 1 NSH-34 NSHO6 NSH-38** 1 NSH-40** 1 NSH-41 thru 43 >

NSH-49 thru 52 NSH-55 NSH-60 l

NSH-61 NSH-64 NSH-65 NSH-67 NSH-72 NSH-79 NSH-88 NSH-90 1 NSH-91 NSH-93 NSH-96 thru 99 NSH-101 NSH-103

TDR-TMI-211

, APPENDIX III Page 9 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports innpected and Tented Nuclear Services Closed Cycle Cooling NSH-106 1 (Cont'd) NSH-107 NSH-109 NSH-111 NSH-ll2 NSH-116 NSH-il7 NSH-120 NSH-122 thru 131 1 NSH-133 thru 136 NSH-138 NSH-140 NSH-141 NSH-148 (149)

NSH-150 (151)

NSH-152 (153)

NSH-154 (155)

NSH-156 (157)

N3H-158 (159)

NSH-160 (161)

NSH-162 (163)

NSH-166 NSH-168 NSH-170 NSH-172 1 NSH-173 NSH-179 thru 182 NSH-185 NSH- 186 NSH-188** 1 NSH-193 thru 195 NSH-198 NSH-211 l

TDR-TMI-213 APPENDIX III

. Page 10 of 21 LISTINC OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected,and Tested Nuclear Services Closed Cycle Cooling NSH-213 (Cont'd) NSH-214 NSH-216 NSH-217 NSH-218 NSH-220 NSH-222 NSH-228 NSH-238 NSH-241 NSH-243 NSH-253 NSH-253A NSH-254 NSH-257 NSH-263 NSH-265 NSH-267 NSH-273 1 NSH-285 NSH-288 thru 290 NSH-311 NSH-312 NSH-317 1 NSH-318**

NSH-319 l NSH-326 NSH-328 thru 330 NSH-333 NSH-339 NSH-340 NSH-342 thru 344

TDR-TMI-211

. APPENDIX III Page 11 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested 4

Nuclear Services Closed Cycle Cooling NSH-350 (Cont'd) NSH-357 MCE-13 MCil-ll MCH-13 thru 15 McH-17 MCH-18 MCH-22 MCH-29 MCH-35 MCH-37 MCH-41 thru 43 MCH-45 MCH-46 MCH-50 MCH-52 HCH-57 RBE-142*

RBE-143*

RBE-151*

RBE-152*

R'JE-163*

RBE-164*

Building Spray BS-5 BS-E thru 10 BS-Il i BS- 14 BS-16 BS-17 BS-IS

TDR-TMI-211 APPENDIX III

. Page 12 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested Building Spray (Cont'd) BS-20 BS-21 SPSE-1 thru 10 SPSE-12 SPSH-2* thru 4*

SPSH-5 SPSH-6 SPSH-8* thru 10*

SPSH-Il thru 13 SPSH-15 l

SPSH-16 thru 29 SPSH-32 SPSH-35 thru 37 SBWH-l*

SBWH-2 SBWH-10*

SBWH-ll SBWH-12 SBWH-23 thru 33 1 SBWH-41 River Water RWE-1 thru 3 RWE-5 RWE-5A 1 P.WE-6 RWE-6A RWE-7 thru 14 RWE-76 thru 79

TDR-TMI-211

, APPENDIX III Page 13 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM System T.D. Supports inspected and Tented River Water (Cont'd) RWil-26 RWH-51 RWH-53 thru 55 RW-72 thru 75 1

IPH-61 thru 64 1 IPH-88 thru 94 IPH-94A IPH-95 thru 101 IPH-103 thru 116 IPE-1

. IPE-7** I RR-1 RR-2 l RRH-4 thru 10 All

  • j RR-21 thru 26 Emergency Feedwater EF-ll EF-21 EF-22 EF-26 EF-35 EF-45 EF-52 EF-81 EF-89 EF-109 EF-110 EF-ll4

, EF-115 i

O 4

- - - , - - , - - , - - w

. - - , - - - - - - - - - , - ---ew - .- -- ,, -- - , , , - -- - - r--e-. -

TDR-TMI-211 APPENDIX III Page 14 of 21 LISTINC OF SUPPORTS INSPECTED BY SYSTEM System T . D ._ Supportn Innpocted and Tented Emergency Feedwater (Cont'd) EF-115A EF-il6 EF-120 Spent Fuel SFE-1 SFE-4 1 SFE-5**

SFE-6 SPE-7*

SFE-ll SFE-15 thru 17 i

SFE-22 SFE-24 thru 26** 1 SFE-28 SFE-32 thru 34

! SFH-3 SFH-ll <

SFE-13 thru 15 SFH-18 i SPH-19 i

', SFH-20 SFH-25 SFH-26 SFH-27**

SFH-29 SFd-31 thru 35 SFH-38 SFH-39 SFH-41 thru 43 SFH-53 thru 55 SFH-57*

F 4

- . - - - . . e.

TDR-TMI-211

. APPENDIX III Page 15 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports inspected and Tented Spent Fuel (Cont'd) SFH-62**

SPH-64 thru 66 SFH-70 thru 75 S Fil-7 7 SFH-78** 1 SPH-80 SFH-82 SFH-84 SFH-86 thru 92 SFH-94 SFH-95 SFH-96*

SFH-97*

-SFH-98 SFH-99 SFH-101 thru 110 SFH-lll*

SFH-112*

SFH-ll4 SFH-ll6*

SFH-118 thru 121 SFH-122**

SFH-123 thru 125 1 ,

SFH-128 SFH-130 SFH-131 SFH-136 SFH-138 SFH-141 SFH-143*

SFH-144*

SPH,149*

  • 1

.a = - - -

TDR-TMI-211 APPENDIX III Page 16 of 21 i

LISTINC OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supportn Inspected and Tented Spent Fuel (Cont'd) SFH-150 thru 157 SFH-159 1 SFH-160 SFil-162 thru 165 Waste Disposal WDE-7 thru 10 WDE-11 WDE-13 WDE-14 WDE-22 thru 28 WDE-153 thru 155 WDH-132 thru 134 WDH-136 WDH-137 WDH-138 WDH-139 WDH-141 thru 145 WDH-157 Reactor Coolant RC-l*

RC-2*

RC-3**

RC-4 thru 6 RC-7**

RC-9 thru 12 RC-15 thru 18 RC-22 RC-23

., PR-3A PR-4A i

TDR-TMI-211

. APPENDIX III

. Page 17 of 21 LISTING OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested Reactor Coolant PR-5 (Cont'd) ER-5 PR-6A Chilled Water CHH-6 C1111-7 CHH-12/55**

CHH-13/54**

CHH-14/53 CHH-15/52 CHH-16/51 CHH-20 CHH-21 CMH-22 ChH-24 CHH-25 CHH-26 CHH-27/40 CHH-29 CHH-30 CHH-31 CHH-32 CHH-33 CHH-35 CHH-36 CHH-37 CHH-38 CHH-39 CHH-41 CHH-42 CHH-42A CHH-43 1

i TDR-THI-211

. APPENDIX III

  • Page 18 of 21 LISTINC OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports Inspected and Tested Chilled Water (Cont'd) Cllli-45 CHH-46 CHH-47 CHH-63/77 CHH-64/78 CHE-1/62 CHE-2 CHE-3 CHE-4 CHE-5 CHE-6 CHE-7 CHE-8 CHE-9 CHE-10 CHE-ll CHE-12 CHE-13/61 CHE-14/60 CHE-15 CHE-16**

CHE-17/57 CHE-18/56 CHE-19/55 CHE-20/54 CHE-21/53 .

CHE-22/52 CHE-23/51 CHE-24/50 CHE-25/49 CHE-26/48

TDR-TMI-211

. APPENDIX III Page 19 of 21 LISTINC OF SUPPORTS INSPECTED BY SYSTEM System I.D. Supports inspected and Tested Chilled Water (Cont'd) Cite-27/47 CHE-28/46 ,

CHE-29/45 CilE-30 CHE-31 CHE-32 CHE-33 CHE-34 CilK-36 CHE-37 CHE-38 CHE-40 CHE-41 CHE-42 CHE-42A CHE-43 CHE-44 CilE-58**

CHE-59  ;

CHE-62 CHE-63 Intermediate Cooling ICE-16B ICE-23

ICH-50 l
TDR-TMI-211

. APPENDIX III Page 20 of 21 SMALL BORE SEISMIC CATECORY I SAMPLE INJECTION System I.D. Supports Inspected and Tested 2

Core Flooding RER-721 RER-723 RER-724 RER-726 RER-728 RER-750/775 RER-752 RER-754 RER-770 RER-771 RER-777 RER-803 RER-809 RER-810 Cooling Water to Make-Up Pumps RER-463 RER-464 RER-464A RER-470A RER-473 RER-474 Instrument Air RER-425 RER-431 RER-432 RER-433 Make-Up and Purification RSil-415 RSH-415B RSH-416 RSH-416B

TDR-TMI-211 APPENDIX III Page 21 of 21 SHALL BORE SEISMIC CATECORY I SAMPLE INSPECTION System I.D. Supports Inspected and Tested 1 Make-Up and Purification (Cont'd) RSH-452 RSH-456-3 RSH-459-3 RSil-459-5 RSH-467 t

KSH-470A Nuclear Services Closed Cycle Cooling RER-389A RER-390A RER-391A RER-414 RER-415 RSH-402 RSH-413A Spent Fuel RER-il4/ll5 RER-ll4A RER-ll6 RER-ll7A RER-ll7B REl l p RER-124A RER-125 Steam Cenerator Misc. Drains RSH-387A RSH-388A

1 TDR-THI-211 1

APPENDIX IV t RANDOM SAMPLE METHOD i

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l TDR-TMI-211

. APPENDIX IV Page 1 of 5 RANDOM SAMPLE METHOD .

Random sampling involves a sample selected in such a way that each element of the total population has equal probability of being included in the sample.

Raadom samples are free from sampling bias and have a theoretical basis which allows quantitative evaluation of their quality.

l A recognized way to obtain a random sample in to uno a t ablo of random numbers. The randon numbers satisfy a uniform distribution over a given interval.

Two random sampling tables were utilized in this program. Table 1 was developed from a standard reference table of random numbers, and is usable for population less than 1000 units. Table 2 was generated by computer algorithm to provide sampling for ponulation sizes up to 1500 units.

In order to use either random sampling table, each anchor in the population (system) was assigned a unique number from 1 to N, where N was the population total. The randor: number table was then referenced, by row or by column, to determine which elements of the population to select for the sample.

The size of the sample had three determir.ing factors: the population size, the desired level of confidence, and the number of " defects" that can be l tolerated. Por a finite population (and hance sampling with replacement) and l

l with only two categories (defectiv and non-defective), the hypergeometric l

l distribution is appropriate for calculating the probabilities. Table 3 provides selections of sample sizes as a function of population size and t

number of altowable " defects," for an assurance of no more than 5 percent defect.ive at 95 percent confidence level relative to the parent population.

The procedure for selecting a random sample was:

1. Define the population to be tested (i.e., total number of anchors in the selected system).

TDR-TMI-211

  • APPENDIX IV Page 2 of 5
2. Assign each anchor in the population a unique number from 1 to N, where N is the poplation total. (This numbering was done by field inspection rather than from blueprints).
3. Determine sample size bcsed on:
a. Population size,
b. Confidence level, and
c. Permissible number of " defects".

Using Table 3 (generated from the hypergeometric distribution).

4. Select the anchors to be tested, using Table 1 or 2 Proceed in an organized manner, by row or by column, skipping over any number beyond the range of the population at hand.

Sampic sizes were selected from Table 3 initially on the basis of zero defects. If defects were found, then the sample size was increased appropriately, in accordance with Table 3.

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TABLE 1 RANDOM SAMPLE TABLE COLUMNS ROW A B C D E F C H I J 1 140 101 56 833 733 966 119 114 650 327 2 238 453 255 660 86 818 340 280 731 301 3 210 430 257 166 11 689 648 557 464 504 4 417 903 23 471 276 972 162 835 965 662 5 350 395 887 694 982 548 714 769 403 103 6 791 97 108 92 186 306 955 178 604 480 7 952 795 540 121 143 292 570 589 231 605 8 931 997 43 598 500 113 585 630 916 156 9 859 132 661 326 797 553 163 765 510 193

, 10 845 387 432 47 466 796 330 167 51 355 11 298 658 821 977 894 645 669 934 975 287 12 653 491 425 869 427 348 454 806 442 22 13 49 939 566 18 723 527 676 914 755 897 14 135 619 708 529 742 196 532 489 245 590 15 19 936 581 628 323 138 154 282 513 625 16 505 175 544 994 226 185 .819 976 511 800 17 38 232 332 556 468 16 798 74 386 414 18 1 502 439 98 12 153 929 278 457 218 19 512 596 377 136 400 61 748 620 501 66 20 6 968 888 713 133 318 932 856 777 415 21 463 925 241 220 571 236 484 632 865 668 22 514 542 57 838 171 305 692 229 476 170 23 369 333 867 31 288 26 656 957 750 169 24 234 201 284 943 863 940 878 65 481 907 25 48 302 89 242 447 861 382 970 644 614 2%d

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RANDOM SAMPLE TABLE 4

COLUMNS i

ROW A l_ C D E F G H 1 0 818 357 515 698 928 473 1390 2 1 949 611 569 1077 81 663 970 3 6 1332 455 230 182 1126 1221 806 4 24 950 229 1056 399 28 1358 602 5 92 1208 277 815 747 530 155 856 6 333 197 1102 1382 895 1429 709 1214 7 1167 824 1115 957 140 801 1353 1076 8 1004 104 1269 803 286 945 239 28 9 15 800 575 703 452 1461 1252 988 10 51 862 1026 1487 134 261 861 1169 11 168 970 974 1093 1232 417 1395 1126 12 550 1061 1110 672 188 153 618 732 13 289 632 894 195 540 161 152 254 14 1278 242 1373 1117 44 1085 1348 933 15 571 260 195 226 1396 560 718 308 16 917 882 810 128 485 1091 1172 950 17 364 1451 100 1248 837 6 574 1426 I P. 1429 764 812 335 662 713 389 1 19 802 529 968 1274 931 1228 167 673 20 945 793 1497 127 1130 945 500 1025 21 1451 1498 263 1293 1396 618 1498 94 22 201 345 108 617 1210 1203 1439 337 23 141 585 1277 1063 690 156 1447 1174 24 535 407 685 819 748 608 1280 1008 25 439 170 113 1345 1276 741 652 1474 2%d

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TDR-TMI-211

. APPENDIX IV Page 5 of 5 TABLE 3 SAMPLE SIZE TO ASSURE NO MORE THAN 5% DEFECTIVE AT 95% CONFIDENCE LEVEL Population Sample Size Required Vs. Allowable Failures Size 0 Failure 1 Failure 2 Failures 3 Failures 20 19 - - -

40 31 39 - -

60 38 52 59 -

80 42 60 72 79 100 45 65 81 92 200 51 78 101 121 300 54 83 108 131

~400 55 85 112 139 500 56 87 114 139 1000 58 91 120 148 3000 60 95 126 156 1

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9 6

4 TDR-TMI-211 APPENDIX V ANCHOR BOLT INSPECTION AND TEST DOCUMENTATION j

l

  • TDR-TMI-211 APPENDIX V Procedure 7902-2 l Revision 1 8/17/79 Page 1 of 6 ANCHOR EVALUATION SHELL TYPE
1. Anchor Identification
2. As-Found-Torque
3. Bolt Diameter
4. Bolt Length
5. Washer Thickness
6. Plate Thickness
7. Manufacturer
8. Top-of-Plate to Top-of-Shell
9. Thread Engagement
10. Shell Placement (Rec, Flu, Pro)
11. Top-of-Plate to Top-of-Plug
12. Plug Depth (Top-of-Shell to Top-of-Plug)
13. Bolt Replaced (Length if Replaced)
14. Shims Required for Inspection (If Yes, Co to Step 19)
15. TEST LOAD / TORQUE (circle)
16. Shell Movement
17. PROOF LOAD / TORQUE (circle)
18. Shell Movement
19. Test With Shims
a. Top-of-Plate to Top-of-Plug
b. Top-of-Plate to Top-of-Shell
c. Plug Depth i

l SUPPORT NO. TORQUE WRENCH PLATE LOAD CELL SUPPORT DWC. NO.

DATE INSPECTOR REVIEWER

. . . . . . . , .- si

  • Appeinlix V Page 2 ci 6 DATA SHEET 41 SuP90 R7 9 LATE. E.vAtuRTtoN T#ese. l

@ L :,ta/M Su99oR7 No.

9W'iE suPPcRT D4G No 1.

Measure width, length, and thickness of plate. Record.

2.

Note location and si:e of holes (Note extra or enlarged holes).

3.

Note orientation of plate, visually compare to support drawing. Note differences.

4 Visually compare gussets and attachments to support drawing. Note differences.

3. Measure bolt hole to plate edge distances (two plato edges). Record.
6. Number anchors for identification.
7. Note if' grouted, indicate thickness.
6. Note gaps under plate, measure and record.
9. Leveling nuts present - incicate. (Forward Action Item Report.)

COMMENTS :

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PROCEDURE 7902-2 REV i

, APPENDIX III 8/*#/ 22 A CT ION I TE M R EPO RT #

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Appendix V Page 5 of 6 APPENOl% 1 mEE 5 EX94RS\0N PLUG DEQTH

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TDR-TMI-211

, APPENDIX V Procedure 7902-2 Revision 1 8/17/79 Page 6 of 6 TEST AND PROOF LOAD REQUIREMENTS ANCHOR: PHILLIPS RED-HEAD, TYPE 2 Bolt Test Test Proof Prnof Diam. Load Torque Load Torque in. Ibs in-lbs lbs in-lbs (ft-lbs) (ft-lbs) 3/8 610 140 2000 390 (32) 1/2 1130 175 3000 420 (35) 5/8 1810 300 4120 630 (53) 3/4 2710 450 5700 930 (78) 7/8 3770 1065 6285 1710 (89) (143)

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1 4

9 TDR-TMI-211 APPENDIX VI THI-1 ANCHOR TEST PROCRAM 1

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TDR-TMI-211

. APPENDIX VI Page 1 of 4 TMI-l ANCHOR TEST PROGRAM A test program using Red Head Self-Drilling anchors was conducted to determine

! the following:

1. Tension pull-out capacity of anchors installed in concrete representative of concrete throughout the plant.
2. Tension pull-out capacity of double anchor groups with center to center spacings between 2-1/2 and 3-1/2 shell diameters.

Summarized test results for the two series of tests are presented in Attachment I. Evaluation of the test data indicates that for the small i

diameters and shallow embedments utilized, the classical 450 failure cone is not representative of the failure mode exhibited by the test samples.

Figures 6-1 and 6-2 illustrate that the total included angle of the failure cone of the TMI test specimens is in the neighborhood of 1200 The following is a excerpt from ACI 349-76, Appendix B Commentary on Steel Embedments (1978C) which discusses this phenomenon for shallow embedments:

The nominal inclination of the failure plane for pullout of the concrete is 45 des due to principal stress orientation if the concrete is stress free transverse to the pullout force. As the crack propagates toward the surface the uncracked portion flexes as a shallow disc putting the outer surface in compression around the perimeter and causing a change in the failure plane inclination.

For shallow embedments, generally less than 5 in., the flexural I strength due to the disc action is greater than the cone pullout

strength such that an increase in load is required to propagate the

! crack. For this reason, the normal 90 deg failure cone (total angle) will approach 120 deg with decreasing anchor depth in correlating failure loadsl tocalculatedvaluesusing4ff'e as a uniform stress. The actual concrete spall fcr shallow depth anchors will produce an even wider area of failure. However, caution should

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

x TDR-TMI-211

. APPENDIX VI Page 2 of 4 be observed in the utilization of inclination angles greater than 45 deg because of the possibility of surface cracking which might restrict flexural action. For this reason the committee does not recommend the use of inclination angles greater than 45 deg for shallow depth anchors.

Section B.1.3 of ACI 349 Appendix B permits the use of design limits based on experimental investigations. With the code requirements as a basis, the TMI anchor test program results were used in the engineering evaluations reported herein.

With reference to in place concrete strength in the Seismic Category I structures, the TMI test program was carried out in a non-Seismic Category I 3000 psi design mix concrete. Several cores were taken from the test site and the average in place concrete strength was found to be approximately 5400 psi.

Since the design mix of the Seismic Category I structures was originally 5000 psi, the current in place strengths would be considerably higher.

Therefore, applying the ultimate tensile capacities obtained using a 3000 psi design mix to a 5000 psi design mix concrete is conservative.

Design allowable based on results obtained from the testing program are i

presented in Attachment 2.

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. TDR-TMI-211

, APPENDIX VI ATTACHMENT 1 Page 1 of 9 Tension Pull-Out Capacity for Red Head Self-Drilling Anchors Average Anchor Catalog Test Diameter Value Value (inches) (Ib) (Ib) 1/2 7480 8430 5/8 10296 10445 3/4 14256 15547 7/8 15708 20468 Tension Pull-Out Capacity for Close Spaced Red Head Self-Drilling Anchors Anchor Spacing, S, 2-1/2 D < S < 3-1/2 D Average i

Anchor Test.

Diameter Value (inches) (Ib) l 1/2 4820 5/8 9940 l

3/4 10925 7/8 18336

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TDR-TMI-211

. APPENDIX VI

. ATTACHMENT 1 Page 2 of 9

, Summary of Single Anchor Test 1/2-inch Diameter Red licadu Failure Average Test Load Load ID (Ibs) (Ibs) i 1 8200 2 9900 3 9460 4 9690 5 9900 8480 6 9100 3A 7140 l

1A 5740 2A 7200

~t TDR-TMI-211 APPENDIX VI

. ATTACHMENT 1 Page 3 of 9 1 Summary of Single Anchor Test 5/8-inch Diameter Red Heads Failure Average Test Load Load ID (lbs) (lbs) 11 10200 12 11380 13 9350 63 13800 69 12540 10445 l

SA 9920 3A 9120 4A 8700 1A 9700 2A 9740 t

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TDR-TMI-211

, APPENDIX VI ATTACHMENT 1 Page 4 of 9  !

Summary of Single Anchor Test 3/4-inch Diameter Red Heads Failure - Average Test Load Load ID (lbs) (lbs) 2 17200 3 13360 4 16000 11000 9 15547 5 13380 6 15800 7 20140 8 17500 I

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TDR-TMI-211 I .

  • APPENDIX VI

.. ATTACHMENT 1 Page 5 of 9 Summary of Single Anchor Test 7/8-inch Diameter Red Heads Failure Average Test Load I.oad ID (lbs) (lbs) 2 24980 3 23620 4 25400 5 25800 20463 1A 17280 2A 16200 4

3A 12700 4A 17770 i

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TDR-TMI-211

, _ APPENDIX VI ATTACHMENT 1 Page 6 of 9 Summary of Double Anchor Test Groups 1/2-inch Diameter Red Heads Anchor Spacing S, 2-1/2 D > S < 3-1/2 D Group Load Avg. Load-Test Failure Load Per Anchor Per Anchor ID (Ib) (Ib) (lb) 1 11000 5500 2 8300 4150 4 10500 5250 5 11020 5510 6 9700 4350 4820 7 9380 4690 8 9940 4970 i

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TDR-TMI-211

  • APPENDIX VI ATTACHMENT 1 Page 7 of 9 Summary of Double Anchor Test Groups 5/8-inch Diameter Red lleads Anchor Spacing S, 2-1/2 D > S < 3-1/2 D Group Load Avg. Load Test Failure Load Per Anchor Per Anchor ID (Ib) (ib) (Ib) 32 19390 9695 34 24180 12090 35 17550 8775 36 21020 10510 37 15900 7950 9aan 38 20250 10125 39 21300 10650 f 40 19460 9730 i

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TDR-TMI-211

, APPENDIX VI ATTACHMENT 1 Pap,e 8 of 9 Summary of Double Anchor Test Groups 3/4-inch Diameter Red lleads Anchor Spacing S, 2-1/2 D > S < 3-1/2 D Group Load Avg. Load Test Failure Load Per Anchor Per Anchor ID (1b) (Ib) (1b) 44 22350 11175 46 25320 12560 t

47 19850 9925 1A 21880 10940 2A 24010 12005 10925 3A 21900 10950 4A 21500 10750 5A 18000 9000 I

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TDR-TMI-211 APPENDIX VI j, ATTACHMENT 1 Page 9 of 9 Summary of Double Anchor Test Groups 3/4-inch Diameter Red Heads Anchor Spacing S, 2-1/2 D > S < 3-1/2 D Croup Load Avg. Load Test Failure Load Per Anchor Per Anchor ID (1b) (Ib) (1b) 49 35700 17850 52 41140 20590 55 39520 19760 56 36900 18450 57 37940 18970 18336 51 37040 18520 53 39700 19850 54 39120 19560 1A 23000 11500 i

  • TDR-TMI-211 APPENDIX VI ATTACHMENT 2 January 8, 1980 Distribution Listed J. C. Herr Three Mile Island - Unit No.1 Red Head Self-Drilling Anchors In-Place Capacity W.O. 04-4692-503 Based on site testing, the average ultimate pullout capacity for subject anchors has been determined for TMI-l concrete. Evaluation of pipe supports requiring this information will use this dsta. Shear capacities will be based on Red Head published data.

Ultimate Capacity for Single Anchors Min

, Bolt Diameter Pullout Shear Spacing (Inches) (P, - kips) (kips) (d. Inches) l l

1/2 8.5 7.3 5 5/8 10.4 13.1 6 3/4 15.5 17.8 7 7/8 20.5 20.3 8 Ultimate pullout capacities for close spaced anchors are calculated by:

PR=Pu X 1 - 0.6 dm -d a

\ dm / ,

PR = Reduced ultimate capacity for close spacing Pu and dmdefined in above table d, = Actual spacing with a minimum of 0.35 d m J. C. Herr JCH:krk cc: P. L. Moreadith, R. M. Togers, J. B. Croncki, C. A. Delp, R. T. Boyd, T. D. Biss, Support Eve nation Group l

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TDR-TMI-211 APPENDIX VII CONCRETE EXPANSION ANCliOR ACCEPTANCE /

REPLACEMENT CRITERIA l

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1 TDR-TMI-211 APPENDIX VII Page 1 of 2 CONCRETE EX1'ANSION ANCllOR(2)

ACCEPTANCE / REPLACEMENT CRITERIA Ultimate Anchor Repair or Replace Load Used Deviations Defect FS < 5 FS > 5 in Evaluation Plug Short < 1/16" Permanent Set (6) No Yes No .4 Pu Plug Short > 1/16" Permanent Set (6)

~

No Yes No(3) 0 Plug Long < 1/16" Permanent Set (6) No Yes No .4 Pu Plug I.ong > 1/16" Permanent Set (6) No Ym. No(3) U Oversized E' ole No Yes(4) No(5) Varies (Dwg Chge Broken Bolt (as found) Yes Yes No(3}i 0 (Dwg Ch e Broken Bolt (by Insp. Team) No Yes No 3 0 Skew Bolts No Yes Yes(7) 0 Bolt Spacing >,3 1/2 D No Yes No Per Red Head Bolt Spacing < 3 1/2 D No Yes No Test Results Bolt Pullout Yes Yes No(3) 0 (Dwg Chge)

Protrusion > 1/8" No Yes No Varies (1) For purposes of this table an anchor is defined as one shell type anchor complete with threaded stud or machine bolt, i.e. one concrete expansion anchor. An anchor " defect" is a concrete expansion anchor which was found in a condition such that it could not provide a resistance equal to the load to 20 percent of rated ultimate capacity or greater.

(2) The concrete expansion anchors covered by this attachment refer to any anchor which did not satisfy all inspection requirements. A " deviation" is defined as an element of inspection which did not meet the inspection requirements. The inspection " deviations" are listed in the left hand ,

column.

l (3) Replace concrete expansion anchor if necessary to achieve minimum of 2 acceptable anchors and a stable configuration.

l (4) Install plate washer.

1 (5) Install plate washer if necessary to achieve minimum of 2 acceptable anchors and a stable configuration.

(6) Pe rmanent set, is defined as the permanent deformation caused by applying the test load of .40 P u. The differential movement before and after applying the test load was determined during the inspection. Any anchor exhibiting a permanent set greater than or equal to 1/16 inch was l completely discounted during the engineering evaluation. Any anchor a

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V TDR-TMI-211 APPENDIX VII

,, Page 2 of 2

- exhibiting a permanent set leau thaw 1/16 inch wau conservatively ausumed

, to have an ultimate capacity of .4 P u and a working load of .1 Pu for engineering evaluation purposes.

(7) A proof load was applied to all out of tolerance skewed bolts. The proof load applied was considered to be the ultimate capacity of that bolt and in the engineering evaluation a factor of safety greater than 4 was i considered acceptable. A factor of safety less than 4 was unacceptable i

and the bolt was repaired or replaced.

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TDR-THI-211 APPENDIX VIII SEISHIC I SUPPORTS ANCHORED TO CONCRETE BLOCK WALLS l

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. APPENDIX VIII Page 1 of 1 SEISMIC I SUPPORTS ANCHORED TO CONCRETE BLOCK (MASONRY) WALLS ,

SYSTEM: Nuclear Services Closed Cycle Cooling Support Analysis Number Anchor Type Pipe Size Number (ME-No.) W/ Size Supports NSH-101 187 Red Head -1/2"9 4"8 NSH-106 188 Red Head -3/8"8 4"6 NSH-107 188 Red Head -5/8"8 4"6 NSH-117 186 Red Head -1/2"6 4"6 NSH-122 140/142 Red Head -1/2"$ 6"8

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TDR-THI-211 APPENDIX IX

SUMMARY

OF INSPECTIONS AND EVALUATION OF AS-BUILT PIPE SUPPORTS BY SYSTEMS

TDR-TMI-211 APPENDIX IX Page 1 of 2 Revision 1

SUMMARY

OF INSPECTIONS AND EVALUATIONS OF AS-BUILT PIPE SUPPORTS BY SYSTEM Nu. of Supports No. of w/Devia- No. of No. of Support Supports tions that Supports Supports Mark Inspected Required FS<5 FS<5 System No.s and Tested Evaluation For 1-OBE For 2-OBE Condensate COE 12 3 0 0 COH Core Flooding CF 2 2 0 1 Decay Heat Removal DH 40 23 9 14 DHH Decay Heat Closed Cycle DCH 39 27 19 22 Feedwater FW 5 2 1 2 Instrument Air IAH 16 13 9 13 Monitoring Post Accident MPAH 4 2 2 2 Purge Leak Rate LRH 7 7 7 7 Main Steam MS 30 18 11 14 VE 1 0 - -

Make-Up & Purification MUE 21 11 0 3 MUH 94 56 10 21 Nuclear Services Closed NSE 61 42 8 25 Cycle Cooling NSH 131 93 28 46 MCE 1 0 - -

MCH 18 5 0 1 RBE 6 0 - -

Building Spray BS 11 11 3 3 SPSE 11 10 0 0 SPSH 30 13 2 4 SBWH 17 8 1 3 River Water RWE 19 17 6 11 l RWH 9 9 2 5 l IPH 33 25 9 14 IPE 2 1 0 1 RR 15 8 2 2 4

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  • TDR-TMI-211 APPENDIX IX Pcgs 2 of 2 Revision 1 No. of Supports Ho. of w/Devia- No. of No. of

, Support Supports tions that Supports Supports l Mark Inspected Required FS<5 FS<5 System No.s and Tested Evaluation For 1-OBE For 2-OBE Emergency Feedwater EF 16 11 1 4 Spent Fuel SFE 18 10 2 5 SFH 99 50 19 26 Waste Disposale ,

WDE 17 1 0 1 WDH 13 5 1 2 Reactor Coolant RC 17 12 0 1 PR 5 4 0 0 Chilled Water CHH 33 CHE 47 Intermediate Cooling ICE 2 1 0 0 ICH 1 0 TOTALS 904 500 152 253 l

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