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Category:PRELIMINARY SAFETY ANALYSIS REPORT & AMENDMENTS (PSAR
MONTHYEARML19309C5541967-05-0101 May 1967 App 2A to TMI-1 PSAR, Engineering Geology & Foundation Considerations. Includes Revisions 1-11 ML19309C5381967-05-0101 May 1967 Chapter 1 to TMI-1 PSAR, Introduction & Summary. Includes Revisions 1-11 ML19309C5391967-05-0101 May 1967 Chapter 2 to TMI-1 PSAR, Site & Environ. Includes Revisions 1-11 ML19309C5411967-05-0101 May 1967 Chapter 3 to TMI-1 PSAR, Reactor. Includes Revisions 1-11 ML19309C5421967-05-0101 May 1967 Chapter 4 to TMI-1 PSAR, Rcs. Includes Revisions 1-11 ML19309C5431967-05-0101 May 1967 Chapter 5 to TMI-1 PSAR, Containment Sys. Includes Revisions 1-11 ML19309C5441967-05-0101 May 1967 Chapter 7 to TMI-1 PSAR, Instrumentation & Control. Includes Revisions 1-11 ML19309C5451967-05-0101 May 1967 Chapter 8 to TMI-1 PSAR, Electrical Sys. Includes Revisions 1-11 ML19309C5461967-05-0101 May 1967 Chapter 9 to TMI-1 PSAR, Auxiliary & Emergency Sys. Includes Revisions 1-11 ML19309C5471967-05-0101 May 1967 Chapter 10 to TMI-1 PSAR, Steam & Power Conversion Sys. Includes Revisions 1-11 ML19309C5481967-05-0101 May 1967 Chapter 11 to TMI-1 PSAR, Radwastes & Radiation Protection. Includes Revisions 1-11 ML19309C5491967-05-0101 May 1967 Chapter 12 to TMI-1 PSAR, Conduct of Operations. Includes Revisions 1-11 ML19309C5501967-05-0101 May 1967 Chapter 13 to TMI-1 PSAR, Initial Tests & Operation. Includes Revisions 1-11 ML19309C5511967-05-0101 May 1967 Chapter 14 to TMI-1 PSAR, Safety Analysis. Includes Revisions 1-11 ML19309C5521967-05-0101 May 1967 Chapter 15 to TMI-1 PSAR, Tech Specs. Includes Revisions 1-11 ML19309C5531967-05-0101 May 1967 App 1A to TMI-1 PSAR, Technical Qualifications. Includes Revisions 1-11 ML19309C5711967-05-0101 May 1967 Suppl 4 to TMI-1 PSAR, Eccs. ML19309C5551967-05-0101 May 1967 App 2B to TMI-1 PSAR, Seismology & Meteorology. Includes Revisions 1-11 ML19309C5591967-05-0101 May 1967 App 2C to TMI-1 PSAR, Groundwater Hydrology. Includes Revisions 1-11 ML19309C5611967-05-0101 May 1967 App 5A to TMI-1 PSAR, Structural Design Bases. Includes Revisions 1-11 ML19309C5621967-05-0101 May 1967 App 5B to TMI-1 PSAR, Design Program for Reactor Bldg. Includes Revisions 1-11 ML19309C5631967-05-0101 May 1967 App 5C to TMI-1 PSAR, Design Criteria for Reactor Bldg. Includes Revisions 1-11 ML19309C5641967-05-0101 May 1967 App 5D to TMI-1 PSAR, Qc. Includes Revisions 1-11 ML19309C5651967-05-0101 May 1967 App 5E to TMI-1 PSAR, Liner Plate Spec. Includes Revisions 1-11 ML19309C5661967-05-0101 May 1967 App 5F to TMI-1 PSAR, Reactor Bldg Instrumentation. Includes Revisions 1-11 ML19309C5671967-05-0101 May 1967 Suppl 1 to TMI-1 PSAR, Answers to AEC Questions. ML19309C5691967-05-0101 May 1967 Suppl 2 to TMI-1 PSAR, Answers to AEC Questions. ML19309C5701967-05-0101 May 1967 Suppl 3 to TMI-1 PSAR, Answers to AEC Questions 13.0-18.7. ML19309C5571967-01-19019 January 1967 App 2B,Part 1,to TMI-1 PSAR, Seismicity & Response Spectra Analysis,Proposed Nuclear Power Plant,Tmi,Susquehanna River, Pa. Prepared for Gilbert Associates,Inc ML19309C5601967-01-14014 January 1967 App 2D to TMI-1 PSAR, Geologic Investigation of TMI & Vicinity. Prepared for Gilbert Associates,Inc ML19309C5581963-12-31031 December 1963 App 2B,Part 2,to TMI-1 PSAR, Meteorology. 1967-05-01
[Table view] Category:TEXT-SAFETY REPORT
MONTHYEARML20217K4701999-09-30030 September 1999 Monthly Operating Rept for Sept 1999 for TMI-1.With ML20211H5111999-08-31031 August 1999 Non-proprietary Rev 1 to MPR-1820(NP), TMI Nuclear Generating Station OTSG Kinetic Expansion Insp Criteria Analysis ML20211Q3551999-08-31031 August 1999 Monthly Operating Rept for Aug 1999 for Tmi,Unit 1.With ML20210R4791999-08-13013 August 1999 Update 3 to Post-Defueling Monitored Storage SAR, for TMI-2 ML20210U4791999-07-31031 July 1999 Monthly Operating Rept for July 1999 for TMI-1.With ML20209G0011999-07-0909 July 1999 Staff Evaluation of Individual Plant Exam of External Events Submittal on Plant,Unit 1 ML20210K7651999-07-0909 July 1999 Rev 2 to 86-5002073-02, Summary Rept for Bwog 20% Tp Loca ML20209H8251999-07-0101 July 1999 Provides Commission with Evaluation of & Recommendations for Improvement in Processes Used in Staff Review & Approval of Applications for Transfer of Operating Licenses of TMI-1 & Pilgrim Station ML20209H1421999-06-30030 June 1999 Monthly Operating Rept for June 1999 for TMI-1.With ML20195H0751999-06-0808 June 1999 Drill 9904, 1999 Biennial Exercise for Three Mile Island ML20195H9261999-05-31031 May 1999 Monthly Operating Rept for May 1999 for TMI-1.With ML20209G0351999-05-31031 May 1999 TER on Review of TMI-1 IPEEE Submittal on High Winds,Floods & Other External Events (Hfo) ML20207B6621999-05-27027 May 1999 SER Finding That Licensee Established Acceptable Program to Periodically Verify design-basis Capability of safety-related MOVs at TMI-1 & That Util Adequately Addressed Actions Required in GL 96-05 ML20206R0571999-04-30030 April 1999 Monthly Operating Rept for Apr 1999 for Tmi,Unit 1.With ML20206D4201999-04-20020 April 1999 Safety Evaluation Granting Exemption from Technical Requirements of 10CFR50,App R,Section III.G.2.c for Fire Areas/Zones AB-FZ-4,CB-FA-1,FH-FZ-1,FH-FZ-6,FH-FZ-6, IPSH-FZ-1,IPSH-FZ-2,AB-FZ-3,AB-FZ-5,AB-FZ-7 & FH-FZ-2 ML20209G0071999-03-31031 March 1999 Submittal-Only Screening Review of Three Mile Island,Unit 1 Individual Plant Exam for External Events (Seismic Portion) ML20205K6851999-03-31031 March 1999 Monthly Operating Rept for Mar 1999 for Tmi,Unit 1.With ML20210C0161999-03-0101 March 1999 Forwards Corrected Pp 3 of SECY-98-252.Correction Makes Changes to Footnote 3 as Directed by SRM on SECY-98-246 ML20207M8461999-02-28028 February 1999 Monthly Operating Rept for Feb 1999 for TMI-1.With ML20196K3561999-01-22022 January 1999 Safety Evaluation Concluding That Although Original Licensee Thermal Model Was Unacceptable for Ampacity Derating Assessments Revised Model Identified in 970624 Submittal Acceptable for Installed Electrical Raceway Ampacity Limits ML20207A9291998-12-31031 December 1998 1998 Annual Rept for TMI-1 & TMI-2 ML20196G4661998-12-31031 December 1998 British Energy Annual Rept & Accounts 1997/98. Prospectus of British Energy Share Offer Encl ML20196F6861998-12-0202 December 1998 Safety Evaluation Accepting Licensee Second 10-yr Interval ISI Program Plan Request for Alternative to ASME B&PV Code Section XI Requirements Re Actions to Be Taken Upon Detecting Leakage at Bolted Connection ML20198B8641998-11-30030 November 1998 Monthly Operating Rept for Nov 1998 for TMI-1.With ML20195C6921998-11-12012 November 1998 Safety Evaluation Supporting Amend 52 to License DPR-73 ML20195J8591998-11-12012 November 1998 Rev 11 to 1000-PLN-7200.01, Gpu Nuclear Operational QA Plan ML20196B7191998-10-31031 October 1998 Monthly Operating Rept for Oct 1998 for TMI-1.With ML20203G1211998-10-30030 October 1998 Informs Commission About Staff Preliminary Views Concerning Whether Proposed Purchase of TMI-1,by Amergen,Inc,Would Cause Commission to Know or Have Reason to Believe That License for TMI-1 Would Be Controlled by Foreign Govt ML20155E7511998-10-15015 October 1998 Rev 1 to Form NIS-1 Owners Data Rept for Isi,Rept on 1997 Outage 12R EC Exams of TMI-1 OTSG Tubing ML20154L5541998-09-30030 September 1998 Monthly Operating Rept for Sept 1998 for TMI Unit 1.With ML20153A9941998-09-16016 September 1998 Safety Evaluation Denying Request to Remove Missile Shields from Plant Design ML20151U8821998-09-0808 September 1998 SER on Revised Emergency Action Levels for Gpu Nuclear,Inc, Three Mile Island Nuclear Plant Units 1 & 2 ML20151V2811998-08-31031 August 1998 Monthly Operating Rept for Aug 1998 for Tmi,Unit 1.With ML20237A8331998-08-12012 August 1998 Safety Evaluation Accepting USI A-46 Program Implementation at Plant,Unit 1 ML20237C6411998-07-31031 July 1998 Monthly Operating Rept for July 1998 for Tmi,Unit 1 ML20236R2201998-06-30030 June 1998 Monthly Operating Rept for June 1998 for TMI-1 ML20236W9961998-06-0909 June 1998 1998 Quadrennial Simulator Certification Rept ML20248F7441998-05-31031 May 1998 Reactor Vessel Working Group,Response to RAI Regarding Reactor Pressure Vessel Integrity ML20249A1061998-05-31031 May 1998 Monthly Operating Rept for May 1998 for TMI-1 ML20247G0761998-04-30030 April 1998 Monthly Operating Rept for Apr 1998 for Three Mile Island Nuclear Station,Unit 1 ML20212A2191998-04-22022 April 1998 Rev 3 to Gpu Nuclear Post-Defueling Monitored Storage QAP for Three Mile Island Unit 2 ML20248H6991998-04-0808 April 1998 Requests,By Negative Consent,Commission Approval of Intent to Inform Doe,Idaho Operations Ofc of Finding That Adequate Safety Basis Support Granting Exemption to 10CFR72 Seismic Design Requirement for ISFSI to Store TMI-2 Fuel Debris ML20216K1061998-03-31031 March 1998 Monthly Operating Rept for Mar 1998 for Three Mile Island Nuclear Station,Unit 1 ML20217E0811998-03-24024 March 1998 Rev 0 to TR-121, TMI-1 Control Room Habitability for Max Hypothetical Accident ML20212E2291998-03-0404 March 1998 Rev 11 to 1000-PLN-7200,01, Gpu Nuclear Operational QAP, Consisting of Revised Pages & Pages for Which Pagination Affected ML20216F0981998-02-28028 February 1998 Monthly Operating Rept for Feb 1998 for Three Mile Island Nuclear Station,Unit 1 ML20202F8121998-01-31031 January 1998 Monthly Operating Rept for Jan 1998 for TMI Nuclear Station, Unit 1 ML20199G8371998-01-22022 January 1998 SER Accepting Licensee Response to GL 95-07, Pressure Locking & Thermal Binding of Safety-Related Power-Operated Gate Valves, for Three Mile Island Nuclear Station,Unit 1 ML20198N2901998-01-12012 January 1998 Form NIS-1 Owners' Data Rept for Isi ML20199J3251997-12-31031 December 1997 Monthly Operating Rept for Dec 1997 for Three Mile Island Nuclear Station,Unit 1 1999-09-30
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APPENDIX 5F REACTOR SUILDING LSTRUMENTATION 1 STRUCTURAL PRCOF TEST ANL INSTRUME3TATION 1.1 PURPOSE Because of the importance of the containment structure to public safety, its integrity vill be verified by a pressure test. As described belev, this pressure test vill pe mit verification that the structural response of the principal strength elements is consistent with the design. The test pressure level vill be 63 3 psig (115 per cent of the design pressure). This pressure level is selected so as to i= pose, insofar as practical with a static pressur test, =axi=u= stresses on principal strength elements which are reasonably consistent with those stresses i= posed by a loss-of-coolant accident and the design earthquake.
1.2 GENERAL DESCRIPTION The pressurization of the vessel vill be done at 5 psi increments. Readings and =easurements will be taken at 35 psig, h5 psig, 55 psig and the final test pressure of 63.3 psig. Except for the final pressure level, the vessel pressure vill always be increased 1 psi above the level at which measurements vill be made. The pressure vill then be reduced to the specified value and observations =ade after a delay of at least ten (10) =inutes to pemit an adjustment of strains within the structure. ~
v Because the structure is so large, displace =ent measure =ents (absolute or relative) can be =ade with precision and can be used as confir=ation of previously cal:ulated response. The test progra= will further include a visual exa=ination of the vessel during pressurization to observe defoma-tion and to de=enstrate that no distortions occur of a significantly greater me, . tude than those ellculated in advance based upon the same analytical
=odels used for the design of all structural elements for the loading ccc-binations defined in Appendix 5B " Design Progrs= for Reactor Building."
1.3 MEASUREMENTS During the test at each specified pressure level a planned series of c.easure-
=ents and ebeervations vill be =ade at selected locations , generally as follo'
- a. Radial displacements of the cylinder and girder at a minimum of fiv elevations and at a minimum of threer azi=uths , as shown in Fig. 5-6 in order to ascertain if the response is sy==etrical and verify the esti=ated response due to average ciret:tferential =e=brane stresses
- b. Vertical displacement of the cylinder at . top relative to the founda-tion slab at a minimu= of three azimuths to determine the vertical elongation of the side vall and average tendon strains.
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- c. Horizontal and vertical displacements of the reinforcing ring arcund the equipment access hatch openins,
- d. Strain of reinforcing bars near the concrete surface around the equipment access opening, cylinder to girder and girder to dcme transition. Small access ports to selected reinforcing bars will be left in the concrete so that strain gauges can be mounted just prior to the structural test. These gauges will be provided only in those places where this limited exposure of the steel reinforce-ment is not injurious to the behavior of the structure under test.
Folleving completion of the structural test the access ports will be sealed.
- e. The liner vill be instrumented with electrical resistance strain gages in the region of several typical penetrations as well as a region umstfected by cecmetric discentinuities. Redundancy in strain readings will be accomplished by placing strain gage rosettes at several points about the penetration openings and by instrumenting apprcxi=ately four penetrations which will be subjected to similar loadings and restraints.
To detemine principal stresses , in magnitude and direction, gages employed vill be in the form of 120 degree rosettes. In order to ensure correct functioning of the gages which have to contend with possible accidental damage and to minimize zero drift under effec-tively open-air conditions for periods in the order of 36 hours4.166667e-4 days <br />0.01 hours <br />5.952381e-5 weeks <br />1.3698e-5 months <br /> ,
a technique for gage encapsulation vill be studied. This has pre-viously been shown to provide protection against physical damage, g
and at the same time, by virtue of its moisture proofing properities ensures stability of insulation resistence under varying atmosphere conditions. Associated with the gages vill be the application of a strain indicating brittle lacquer of qualitatively augment the local values indicated by the gages and to show the existence of a symmet-rical, or otherwise, overall stress pattern.
In addition, to displacement data, cracks in the concrete vill be observed in the folleving marner:
- a. The vessel vill be visually inspected for cracks and crack patterns.
- b. At selected locations the surface vill be white-washed for detailed measurements of spacing and width of cracks to verify that local strains are not exce ssive. These selected locations include:
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- 1. Quadrant of reinforcing ring for large opening
( 2. Cylinder to girder and girder to dcme transitions
- 3. The cylinder where circumferential membrane stresses are
=axi=um and where flexural stresses are maximum l
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G In addition, the movable (top) anchor heads of the tendons vill be inspected for vires which have failed. A ruptured wire vill be readily evident since the energy release upon rupture vill cause the wire to noticeably rise and q re=ain loose. Also a limited nu=ber of anchor heads vill be coated with I brittle lacquer to observe stress patterns , i Instrumentation for making these measurements vill include dial gages , scales and theodolites used to read prepositioned targets. All gages and targets vill be installed i==ediately prior to the test. As presently contempleted, the locations of tne targets , dial gages , etc. are depicted on Figure 5-6.
All measuring devices including theodolites and dial gages will produce measu
=ents of sufficient precision to ascertain satisfactory structural response.
For a theodolite located approximately 150 feet from the targets it vill be possible to measure within 0.01 inches. For a =aximus expected =easurement of radial deflection of 0.22 inches a precision of 0.02 inches (twice the ex-rected measuring accuracy) should be satisfactory. Where it is practical to use dial gages for greater accuracy, they vill be used to =ake displacement measure =ents .
2 ACCEPTANCE CRITERIA 4
H Prior to the test, a table of predicted strain and deflection vaanes based upon the same analytical =odel used in the design calculations vill be develo-for an internal pr essure of 63.3 psig, the pressure of the structural proof test, as well as .ose lover pressure levels used to take measurements. No prediction vill be made as to the anticipated strain readings for the liner. '
Values obtained, however, vill be analyzed and evaluated to detemine magnitu -
and direction of principal strains. If the test data include any displacemen-which are in excess of the predicted extremes, such discrepancies will requir resolution including review of the design, evaluation of =easurement errors and =aterial variability, and conceivably, exploration of the st'ructure. Pri-to the test maximum anticipated crack vidths vill be predicted. If any crack
- widths occurring during the test are in excess of predicted values , such dis-crepancies must be satisfactorily resolved in a similar manner as for displac cents.
The objective of the final testing pregram, which is now being studied, is to produce data which when evaluated vill result in a reliable confirmation of the response of the structure.
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