Text

Special Report - Pre-Stressed Concrete Containment Tendon Surveillance Results
	ML071210536
Person / Time
Site:	San Onofre
Issue date:	04/27/2007
From:	Scherer A; Southern California Edison Co
To:	; Document Control Desk, Plant Licensing Branch III-2
References
	Download: ML071210536 (117)
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ISOUTHERN CALIFORNIA A. Edward Scherer EDISON Manager of Nuclear Regulatory Affairs An EDISON INTERNATIONAL@ Company April 27, 2007 U. S. Nuclear Regulatory Commission Attention: Document Control Desk Washington, D. C. 20555

Subject:

Docket No. 50-362 Special Report - Pre-Stressed Concrete Containment Tendon Surveillance Results San Onofre Nuclear Generating Station, Unit 3

Dear Sir or Madam:

Attachment 1 to this letter provides the special report required by San Onofre Nuclear Generating Station Unit 3 Technical Specification 5.7.2.b, "Special Reports."

If you have any questions or require additional information, please contact me or Mr. Clay E. Williams at (949) 368-6707.

Sincerely, Attachment 1: Special Report Attachment 2: Procedure S023-XXIV-3.8, "Containment Structural Integrity Surveillance" Attachment 3: Procedure SO123-XXIV-20.2, "Maintenance Rule for Structures" Attachment 4: Procedure S023-XXIV-3.8.1, "Visual Examination of Containment Concrete Surfaces" cc: B.S. Mallett, Regional Administrator, NRC Region IV N. Kalyanam, NRC Project Manager, San Onofre Units 2 and 3 C. C. Osterholtz, NRC Senior Resident Inspector, San Onofre Units 2 & 3 P.O. Box 128 San Clemente, CA 92672 949-368-7501 Fax 949-368-7575

Attachment 1 Special Report - Pre-Stressed Concrete Containment Tendon Surveillance Results San Onofre Unit 3 Technical Specification 5.7.2.b requires the Licensee to report, within 30 days of identification, any abnormal degradation of the containment structure detected during the tests required by the Pre-Stressed Concrete Containment Tendon Surveillance Program. The report is required to include a description of the tendon condition, the condition of the concrete (especially at tendon anchorages), the inspection procedures, the tolerances on cracking, and the corrective action taken.

Inspection Procedure:

Southern California Edison (SCE) performed the containment tendon inspections required by Technical Specification 3.6.1, "Containment," Surveillance Requirement 3.6.1.2 in accordance with SONGS procedure S023-XXIV-3.8, "Containment Structural Integrity Surveillance,"

(Attachment 2).

Tendon Condition:

On March 28, 2007, during performance of San Onofre Nuclear Generating Station (SONGS) procedure S023-XXIV-3.8, "Containment Structural Integrity Surveillance," four of the 55 total strands of tendon #9 failed. Tendon #9 is routed underneath the containment penetration for a main feedwater line. Tendon #9 is about 346 feet long and the failures occurred below the main feedwater line approximately 35 feet from the anchorage at buttress #3. The other tendons tested during this surveillance interval passed their acceptance criteria.

Condition of the Concrete:

SCE evaluated the accessible exterior concrete surfaces between buttress #3 and the approximate location of the tendon #9 strand failures, and the accessible exterior concrete surfaces at the tendon #9 anchorages in accordance with SONGS procedures SO1 23-XXIV-20.2, "Maintenance Rule for Structures," (Attachment 3) and S023-XXIV-3.8.1, "Visual Examination of Containment Concrete Surfaces," (Attachment 4). The accessible exterior concrete surfaces examined are acceptable with no significant cracking. Both anchorages for tendon #9 are acceptable with no significant cracking.

Tolerances on Cracking:

Acceptable concrete crack tolerances are consistent with American Concrete Institute standards ACI 201.1 R-68, "Guide for Making a Condition Survey of Concrete in Service," and ACI 207.3R-79, "Practices for Evaluation of Concrete in Existing Massive Structures for Service Conditions."

Corrective Actions:

1. SCE removed the four failed strands from tendon #9 in accordance with SONGS procedure S023-XXIV-3.8. SCE will restore tendon #9 to a minimum of 54 strands and post-tension all strands. 54 strands will allow tendon #9 to be tensioned to its required design value.

Attachment 1

2. Consistent with the SONGS tendon surveillance program, SCE will complete visual examinations of the following adjacent horizontal tendons:

a. One tendon above tendon #9 (tendon #10), and

b. Two tendons below tendon #9 (tendon #6, and tendon #7).

3. SCE is completing a cause analysis for this condition and may take additional corrective actions if required.

Containment Operability:

The SONGS Unit 3 containment contains 84 horizontal tendons. Only 81 horizontal tendons are required for containment operability. This allows three tendons to be detensioned at the same time for tendon surveillances. SCE detensioned only one tendon at a time when performing surveillances during this interval. Consequently, the failed strands in tendon #9 did not affect the operability of the Unit 3 containment.

ATTACHMENT 2 NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 TCN 1-2 PAGE I OF 80 EFFECTIVE DATE EPof_

CONTAINMENT STRUCTURAL INTEGRITY SURVEILLANCE TABLE OF CONTENTS SECTION PAGE 1.0 OBJECTIVES 2

2.0 REFERENCES

2 3.0 PREREQUISITES 3 4.0 PRECAUTIONS 5 5.0 CHECKLISTS 6 6.0 PROCEDURE 6 6.1 Surveillance Requirements 6 6.2 Visual Examinations 9 6.3 Lift-Off Force Measurements 11 6.4 Tendon Detensioning, Material Testing and Examination 13 6.5 Sheathing Filler Examination 15 6.6 Sheathing Filler Testing 15 6.7 Tendon Restoration 16 7.0 ACCEPTANCE CRITERIA 19 8.0 EVALUATION REPORT 21 ATTACHMENTS 1 Tendon Surveillance - Units 2 and 3 23 2 Tendon Lift-off Force - Units 2 and 3 25 3 Horizontal and Vertical Tendons Duct Length - Units 2 and 3 49 4 Sheathing Filler Removal & Installation 54 5 Anchorage Assembly Visual Examination 56 6 Detensioning and Retension Data 57 7 Wire Examination Data 59 8 Tendon Wire Test 60 9 Tendon Anchorages 61 10 Laboratory Testing of Sheathing Filler Material 65 11 RAM Calibration Procedure 68 12 Hydraulic RAM Operating and Maintenance Instructions 72 13 Critical Characteristics for Filter Grease and O-Rings 73 14 Elongation Measurements 74 15 Tendon Surveillance Bases 75 REFERENCE USE xxiv-3.8 TCN1-2.wpd QA PROGRAM AFFECTING 50.59 DNA/72.48 DNA

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 EC 1-1 PAGE 2 OF 80 CONTAINMENT STRUCTURAL INTEGRITY SURVEILLANCE 1.0 OBJECTIVES 1.1 To provide for an evaluation of Containment structural integrity to ensure it is maintained in accordance with design requirements.

1.2 To ensure Containment structural integrity surveillances are performed in accordance with the applicable references listed in Section 2.0.

2.0 REFERENCES

2.1 NRC Commitments 2.1.1 SONGS Units 2 and 3 Technical Specification (TS)

SR3.6.1.2, 5.5.2.9, 5.5.2.10, and LCS 3.6.100 and 5.0.103.2.10, and 5.0.103.2.5.

2.1.2 Title 10, Code of Federal Regulations, 10CFR 50.55a, Codes and Standards 2.2 Order 2.2.1 S0123-IN-1, Inservice Inspection/Inservice Test Programs 2.3 Procedures 2.3.1 S0123-XX-1 ISS 2, Action Requests/Maintenance Order Initiating and Processing 2.3.2 S023-XXIV-3.8.1, Visual Examination of Containment Concrete Surfaces 2.3.3 S023-XVII-I ISS 2, Inservice Inspection Program Implementation 2.3.4 S023-XVII-1.1 ISS 2, Inservice Inspection Program Maintenance 2.4 Other 2.4.1 ASME Code Section XI, 1992 Edition, 1992 Addenda of Subsection IWL 2.4.2 Final Safety Analysis Report (FSAR), Units 2 and 3, Chapter 3.8 2.4.3 IEEE 498-1980, IEEE Standard Requirements for the Calibration and control of Measuring and Test Equipment Used in Nuclear Facilities 2.4.4 Calculation C-257-11, Containment Inservice Tendon Surveillance Program

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I EC 1-1 PAGE 3 OF 80 2.4.5 Vendor Log Number S023-204-3-133-0, "San Onofre Unit 2 Containment Post-Tensioning Friction Test Report" 2.4.6 Vendor Log Number S023-204-3-139-0, "Unit 3 Initial Stressing Report" 2.4.7 ASTM A-416, "Uncoated Seven-wire Stress Relieved Strand for Pre-stressed Concrete" 2.4.8 Regulatory Guide 1.35, "Inservice Inspection of Ungrouted Tendons in Prestressed Concrete Containments," Revision 3, July, 1990 2,4.9 Regulatory Guide 1.35.1, "Determining Prestressing Forces for Inspection of Prestressed Concrete Containments", July 1990 2.4.10 Calculation C-257-02.07, Containment Shell Design Post Tensioning 2.4.11 Viscosity Oil Company Letter, dated 3/21/97, Visconorust 2090P-4, Casing Filler 2.4.12 Topical Quality Assurance Manual (TQAM), Chapters 4-E and 7

3.0 PREREQUISITES 3.1 Before using this document, verify the revision and any issued Temporary Change Notices (TCNs) and/or ECs (Editorial Corrections) are current by using one of the following methods:

3.1.1 Access the Nuclear Document Management System (NDMS)

(preferred method).

3.1.2 Check it against a Corporate Documentation Management-SONGS (CDM-SONGS) controlled copy and any issued TCNs/ECs.

3.1.3 Contact CDM-SONGS by telephone or through counter inquiry.

3.1.4 Obtain a user-controlled copy of this procedure from CDM-SONGS or NDMS.

3.2 If tendon surveillance is conducted during plant operation, clearance shall be obtained from the Control Room Supervisor for all activities to be performed at buttress No. 3 because of its proximity to the main steam relief valves in both Units 2 and 3.

3.3 Ensure tendon access platforms and cranes for lifting equipment to platform level are available, properly located, and in good working order.

3.4 Vertical tendons should be scheduled during cooler seasonal periods to minimize the potential loss of grease.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I EC 1-1 PAGE 4 OF 80 3.5 Test equipment shall be in good working order, with calibration in accordance with IEEE 498-1980, as indicated in certifications or stickers attached to equipment. This information shall be recorded on the applicable Attachments.

3.6 The tendon sheathing filler material (tendon grease), tensioning shims and 0-rings shall be verified to be available for use in this surveillance.

3.7 The work shall be performed under the direction of the Responsible Engineer: a Registered Professional Civil or Structural Engineer (RPE) experienced in evaluating the inservice condition of structural concrete.

3.7.1 The Responsible Engineer shall have knowledge of the design and Construction Codes and other criteria used in design and construction of concrete containments in nuclear power plants.

3.7.2 The Responsible Engineer is responsible for the following:

.1 Development of plans and procedures for examination of concrete surfaces;

.2 Approval, instruction, and training of concrete examination personnel;

.3 Evaluation of examination results;

.4 Preparation of repair procedures;

.5 Submittal of report documenting results of examinations and repairs.

3.8 Personnel performing this surveillance shall be qualified/certified to ANSI/ASNT-CP-189-19g1. Certifications based on SNT-TC-1A are valid until recertification is required.

3.9 The Authorized Nuclear Inservice Inspector (ANII) shall be notified prior to the performance of this test so that he may be given the option to witness the test.

ANII Notification PERFORMED BY: /

/ DATE

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 5 OF 80 4.0 PRECAUTIONS NOTE: Containment operability for potentially degraded conditions is determined by engineering analysis using the referenced calculations.

4.1 If tendon surveillance is conducted during plant operation, no more than one surveillance tendon in each directional group shall be detensioned at any one time.

4.2 Exercise extreme care to protect exposed tendon material and anchorage from moisture and foreign materials.

4.3 Personnel shall not stand behind the rams while the rams are pressurized.

4.4 Personnel shall keep hands and fingers away from the tendon and ram while the ram is pressurized, except as required to remove and install shims, take lift-off readings, and perform elongation measurements.

4.5 A number of surveillance tendons to be tested in plant years 15-40, have containment penetrations obstructing their pathway around the containment structure. These obstructions may impart excessive stresses on the tendons when they are "Lift-Off" tested or detensioned/retensioned for material examinations.

4.5.1 These stresses may cause the failure of one or more tendon strands. Extreme care shall be observed when testing these tendons.

4.5.2 Any failures of tendon strands shall be evaluated in accordance with Reference 2.3.1, S0123-XX-1 ISS 2, Action Requests/Maintenance Order Initiating and Processing.

4.5.3 The following tendons are affected:

UNIT 2 UNIT 3 HORIZONTAL VERTICAL HORIZONTAL VERTICAL 9 5-57 4 25-127 12 12-140 9 50-102 13 50-102 10 51-101 25 70-172 24 71-171 50 76-166 32 86-156 64 86-156 42 88-154 23 90-152 64 91-151 95-147 4.6 DO NOT EXCEED a loading of 8000 PSI or 1800 KIPs on the hydraulic I rams. Exceeding this rating could cause seal damage resulting in the rams leaking hydraulic fluid.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 6 OF 80 5.0 CHECKLISTS 5.1 The surveillance attachments (Attachments 4-8) shall be used to record and document all data taken during this surveillance including problems and corrective action taken.

6.0 PROCEDURE 6.1 Surveillance Requirements NOTES: (1) All ASME code categories and item numbers satisfied by this procedure are listed in parentheses next to the applicable sections.

(2) Visual Examination

VT-I for Anchorage Hardware VT-i examinations are conducted to detect discontinuities and imperfections on the surfaces of components, including such conditions as cracks, wear, corrosion, or erosion.

VT-IC For Surrounding Concrete VT-iC visual examinations are conducted to determine deterioration and distress such as cracks, wear or corrosion of concrete and reinforcing steel.

(3) For direct visuaZ examination procedure demonstration, minimum illumination 50 fc, maximum direct examination distance 2 feet, and maximum lower case character height of 0.044 inch is required. Document in comments on Attachment 5.

Measurements of the near-distance test chart shall be made once before initial use with an optical comparator (lOX or greater) or other suitable instrument to verify that the height of a representative lower case character, for the selected type size, meets the requirements.

(4) Remote examination may be substituted for direct examination. The remote examination shall be demonstrated to resolve the selected test chart characters.

" It is not necessary to measure illumination levels on each examination surface when the same portable light source or similar installed lighting equipment is demonstrated to provide the specified illumination at the maximum examination distance.

" The illumination levels from battery powered portable lights shall be checked before and after each examination or series of examinations, not to exceed 4 hours4.62963e-5 days 0.00111 hours 6.613757e-6 weeks 1.522e-6 months between checks.

6.1.1 FREQUENCY (CAT L-B, Item No. L2.10, L2.20, L2.30, L2.40, L2.50)

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 7 OF 80 6.1.1.1 The containment tendons to be tested/examined shall be as specified in Attachment 1.

.2 Visual examination of the containment tendon end anchorages and surrounding concrete surfaces, shall be performed at the intervals specified in Attachment 1.

.3 The remainder of the containment concrete surface is examined in accordance with S023-XXIV-3.8.1, "Visual Examination of Containment Concrete Surfaces".

.4 Physical measurement of tendon lift-off forces, tendon detensioning, material tests and examinations shall be performed at the intervals specified in Attachment 1.

.5 The 10 year and subsequent examinations shall commence not more than 1 year prior to the specified dates and shall be completed not more than 1 year after such dates.

.6 All of the examinations performed in accordance with this procedure shall be verified by the Authorized Nuclear Inservice Inspector (ANII).

6.1.2 VISUAL EXAMINATIONS (CAT L-B, Item No. L2.30)

.1 Visually examine all tendon end caps for grease leakage and/or grease cap deformation prior to or during the surveillance.

.1.1 Repair leaks noted on any of the tendons as required during the surveillance and document the results on Attachment 4.

PERFORMED BY: / DATE

.1.2 If a significant loss of grease is observed from these leaks, replace the grease in accordance with Section 6.7.3.

.1.3 If replacement of the gasket (0-ring) is required, due to excessive leakage, perform a visual examination of the tendon anchorage in accordance with Section 6.2 while replacing gasket.

.1.4 If tendon end cap deformation has occurred which could indicate deterioration of the anchorage hardware, then the grease cap must be removed and the visual examination of Section 6.2 shall be performed.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 8 OF 80 6.1.2.2 Visually examine all required tendons, for a particular surveillance year, per Attachment I in accordance with Section 6.2.

.3 Wedge retainer plates, if present, shall be removed so that a visual examination of the wedges may be performed.

Reinstallation of wedge retainer plates is optional.

.4 Exposed horizontal tendons shall only be inspected during dry conditions to preclude contamination of the sheathing filler and to minimize the potential for corrosion of tendon components.

.5 If upon removal of the grease cap, it is determined that the anchorhead is broken or tendon strands/wires have slipped or broken:

.5.1 All work SHALL STOP on that tendon,

.5.2 All personnel SHALL LEAVE the area of the tendon, and

.5.3 An Action Request (AR) SHALL BE INITIATED AND DISPOSITIONED prior to proceeding.

6.1.3 TENDON LIFT-OFF FORCE MEASUREMENTS (CAT L-B, Item No.

L2.10)

.1 Perform Tendon Lift-off force measurements of the tendons listed in Attachment 1, in accordance with Section 6.3.

.2 If the lift-off force of any tendon does not meet the acceptance criteria of Section 7.2, also check an adjacent tendon on each side of the defective tendon for lift-off force.

.3 If both adjacent tendons are found acceptable, the surveillance program may proceed, considering this single deficiency as unique and acceptable.

6.1.4 TENDON DETENSIONING AND MATERIAL TESTING (CAT L-B, Item No. L2.20)

.1 Perform tendon detensioning, strand material testing and examination in accordance with Section 6.4.

6.1.5 SHEATHING FILLER (CAT L-B, Item No. L2.40, L2.50)

.1 Remove Sheathing Filler in accordance with Section 6.2.1.

.2 Perform Sheathing Filler Examination in accordance with Section 6.5.

.3 Perform Sheathing Filler Testing in accordance with Section 6.6.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 9 OF 80 6.2 Visual Examinations NOTE: Complete removal of sheathing filler is not required, provided that all filler which has been drained out or removed during surveillance is replaced.

6.2.1 TENDON END CAP AND GREASE REMOVAL

.1 Remove the tendon end cap by opening the petcock to vent the cap and then remove the hexhead capscrews that secure the end cap to the bearing plate.

.2 Remove the tendon end cap from the bearing plate.

.3 Remove the gasket ("0" ring).

.4 Remove the excessive grease from the tendon anchorage ensuring four (4) one-quart samples, two (2) from each end, are collected and labeled with their appropriate location.

.4.1 Collect all grease removed in such a manner that the volume removed can be measured. Record volume removed on Attachment 4.

.5 Clean the end anchorage components so that the visual examination may be performed per Section 6.2.2.

.6 Protect exterior horizontal tendons from the weather by using plastic sheeting when end cap is removed and left unattended overnight.

NOTE: See Attachment 9, Figures No. 1, 2 and 3 for terminology of tendon anchorage.

6.2.2 END ANCHORAGE EXAMINATION

.1 Visually examine the end anchorages and identify any apparent changes in their appearances on Attachment 5 as follows:

.1.1 Anchorhead (Part #2) and Wedges (Part #11) -

" Examine the exposed portion of the anchorhead and wedges for any indication of corrosion, grease coverage, deformations or cracking.

" For detensioned tendons, also examine bearing portion of the anchorhead.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 10 OF 80 6.2.2.1.2 Anchorhead Shims (Part #3) (for Type B tendon only) -

Examine anchorhead shims for corrosion, cracking or deformations.

Examine for complete grease coverage.

Record and measure all unevenly seated wedges with an end greater than 1/8" from face of anchorhead.

(Refer to Attachment 9, page 4 for wedge locations)

.1.3 Bearing Plate (Part #1) and Trumpet - The Trumpet is the terminal, flared portion of the duct which carries the tendon up to the anchorhead.

" Examine bearing plate for cracking, excessive deformation and movement into the anchorage.

When Type B tendons are detensioned, examine the trumpet for grease coverage and physical appearance of grease.

.1.4 Strand -

" Examine the exposed strands for broken wires, loose wedges, or any indication of slippage into the anchorhead.

" Examine for complete grease coverage.

" Record slip length of any wires or strands observed.

(Refer to Attachment 9, page 4 for strand locations)

.2 Attach additional sheets as required to record and map out of place wedge grip marks, unevenly seated or broken wedges, or slipped strands or wires.

6.2.3 CONCRETE SURFACE EXAMINATION

.1 Visually examine the concrete extending outward a distance of 2 ft. from the edge of the bearing plate and identify any abnormal material behavior on Attachment 5, as follows:

.1.1 Examine concrete at horizontal anchorage for any open cracks or signs of spalling.

.1.2 If cracks greater than 0.01 inches in width are present, prepare a sketch of the area recording all cracks in the concrete which exceed 0.01 inches in width in 0.005 inch increments.

.1.3 Attach the sketch to or prepare the sketch on Attachment 5.

6.2.4 The visual examination of the tendon end anchorage area and the concrete surrounding the bearing plate shall meet the Acceptance Criteria of Sections 7.1 and 7.4.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 11 OF 80 6.3 Lift-Off Force Measurements NOTES: (1) The purpose of performing tendon end lift-off measurement is to monitor the effectiveness of the tendon prestressing to ensure that it remains within allowable limits during the tendon design 40-year life span.

(2) Wedge retainer plates shall be used on tendons during performance of lift-off force measurements.

CAUTION If the hydraulic ram is repositioned at any time during lift off measurements, the operator shall check to ensure that ALL PULLING WEDGES HAVE BEEN REMOVED prior to repositioning to prevent breaking tendon strands.

CAUTION The Jacking Pressure for lift-off measurements shall not exceed 80% of the ultimate tensile strength (270 KSI) or 1800 KIPS for a 55 strand tendon.

6.3.1 Tendon lift-off force is the force required to separate the anchorhead from the bearing plate. The lift-off is accomplished by a hydraulic ram and is measured by a gauge calibrated to the ram in accordance with Attachment 11.

.1 The hydraulic ram and gauges shall be calibrated prior to the start of the surveillance.

.1.1 Accuracy for the calibration shall be within 1.5% of the specified minimum ultimate tensile strength of the tendon

(+/-34 KIPS).

.1.2 At the time of calibration, a conversion chart shall be prepared converting gauge pressure (in KSI) to ram force (in KIPS) in accordance with Attachment 11, which is used to determine lift-off force measurements.

.2 Following calibration, the rams and gauges shall have lead seals or tape applied to bolts and access holes to prevent alteration.

.3 The lift-off force is measured when the anchorhead and/or shims have separated from the bearing plate by 1/16th to 1/8th of an inch, as measured by inserting a feeler gauge.

.4 Measurement of lift-off force in Type A tendons is required only if a Type B tendon fails to meet the acceptance criteria specified in Section 7.2.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 12 OF 80 6.3.1.5 The hydraulic ram and gauges shall be post test calibrated following the final measurement. Accuracy of the calibration shall be as specified in 6.3.1.1.1. Results in excess of the specified accuracy tolerance shall be documented on an Action Request (AR) for evaluation, 6.3.2 Install the hydraulic ram in accordance with the figures on Attachment 9. Apply pressure and stress the tendon until the anchorhead "LIFTS-OFF" and separates from the bearing plate.

.1 Read the lift-off pressure from the ram gauges, then convert it to force from the conversion equations/charts prepared during ram/gauge calibration of step 6.3.1.1.

.2 Record both pressure and force on Attachment 6.

.3 Perform the lift-off force measurement a MINIMUM of 3 times and calculate the average value.

.4 If the lift-off force measurement in a selected surveillance tendon lies below 95% of the Prescribed Lower Limit (PLL)(limits per Attachment 2), check two additional tendons, one on each side of this tendon, for their prestressing force by means of lift-off force measurement.

.5 If the lift-off forces of these two adjacent standard tendons are within the prescribed limits of Attachment 2 and the lift-off force for the surveillance tendon is greater than 90% of the PLL, the surveillance may continue considering the deficiency as unique and acceptable.

.6 The surveillance tendon with lift-off force below the lower limit but above 90% of the lower limit, shall be retensioned to a lift-off force equal to +0%, -52 of the maximum upper limit.

.6.1 Additional permanent shims shall be provided as necessary.

.7 If either one of the two adjacent tendons exhibits a lift-off force below the prescribed lower limit, stop the surveillance process and initiate an action request to perform an engineering investigation and evaluation of the condition.

6.3.3 Upon completion of the lift-off force measurements, restore the tendons in accordance with Section 6.7.3.

.1 If detensioning, material testing and examination is required per Attachment 1, then proceed to Section 6.4 after lift-off force measurements are performed.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 13 OF 80 6.4 Tendon Detensioning, Material Testing and Examination 6.4.1 STRAND SELECTION AND REMOVAL I CAUTION Detensioning and retensioning operations shall be performed at both ends simultaneously. Ensure adequate communications are available at both tendon ends prior to performing these activities.

.1 The tendons that require material tests and examinations are specified in Attachment 1.

CAUTION The Jacking Pressure shall not exceed 80% of the ultimate tensile strength (270 KSI or 1800 KIPS) for a 55 strand tendon.

.2 After completion of lift-off force measurements, detension the selected tendon to permit removal of a single strand from the tendon.

.3 During detensioning measure the elongation of strands at 100%, 70%, 35%, 10% of jacking pressure. Determine the elongation by measuring the distance from the bearing plate to the base of the anchorhead.

NOTE: There are 5 painted strands on each surveillance tendon.

Strands are also coded by clipping 1 to 5 wires of the strand approximately 1" from the end. Any one of these painted (coded) strands may be removed for tensile and elongation testing.

.4 Remove two (2) tendon strands for examination and testing, one (1) from a horizontal hoop and one (1) from an inverted-U tendon.

.5 Examine all of the strands in each surveillance tendon by observing the movement of each strand end during detensioning operations.

I

.6 If visual observation during detensioning indicates the possibility of broken or damaged strands or wires (such as a wire extending more than three inches beyond the rest of the group) perform a positive continuity check on each of the suspected broken or damaged strands or wires.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 14 OF 80 CAUTION Do not exceed 60% of the ultimate tensile strength (270 KSI or 25 KIPS) of a strand in performing a positive continuity check.

6.4.1.6.1 The positive continuity check shall consist of pulling each suspected strand in the tendon from one end.

.6.2 Record any broken or missing strands or wires on Attachment 5.

.6.3 Remove any broken strands or wires and examine to determine cause of breakage.

.6.4 Store the strand or wire in accordance with 6.4.3 for further tests (if required) to determine the cause of breakage.

.6.5 Record the cause of breakage on Attachment 5.

6.4.2 STRAND EXAMINATION AND IDENTIFICATION

.1 Identify the locations of both ends of the strand selected for removal. Record the locations on Attachment 5.

NOTE: Care should be taken to ensure that the strand wires are not scored or burred during removal so that non-marred 100 inch long samples may be taken for testing.

.2 Examine the strand wires and record any corrosion or mechanical damage on Attachment 7. Determine the location of the most severe corrosion and any wedge slippage marks.

6.4.3 STORING AND PROTECTING STRAND TEST SPECIMENS

.1 Cover test specimens not tested within 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months after removal from the tendon with Visconorust 2090P-4 and store (in a manner which does not wipe away the Visconorust 2090P-4 preservative) until tested.

.2 Preserve in a similar fashion remaining strand material removed but not tested, and keep them in a container, or 6 foot or larger diameter rolls, until it is determined that no further testing is needed.

6.4.4 STRAND TENSILE AND ELONGATION TESTS NOTE: Strand tensile test specimens should be approximately 100 inches long.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 15 OF 80 6.4.4.1 Perform tensile tests on each of the strands removed in step 6.4.1.4 in accordance with Section 6 of Reference 2.4.7.

.2 Remove and test specimens from each strand, one from each end, one from mid-length, and one in the location of the most corroded area, if any.

.3 Record data on Attachment 8.

.4 The strand shall meet the acceptance criteria specified in Section 7.3.

6.5 Sheathing Filler Examination 6.5.1 CONCRETE SURFACE TEMPERATURE

.1 Measure the containment exterior concrete temperature near the tendon and record it on Attachment 4.

6.5.2 FILLER EXAMINATION

.1 Visually examine the sheathing filler at each end of the tendons and the grease adhering to wire removed from a tendon.

.2 Record any noticeable change in the physical appearance of the filler, as compared to the replacement filler material on Attachment 4.

.3 Record the presence and quantity of any free water contained in the end caps, as well as any that drains from the tendon during the examination, on Attachment 4.

6.6 Sheathing Filler Testing 6.6.1 CHEMICAL TESTS

.1 From the set of four filler samples taken from each tendon, chemically test one sample from each end. Use the test methods outlined in Attachment 10, "Laboratory Testing of Sheathing Filler Material."

.2 Record results of these tests on forms provided by the testing laboratory.

0 Water Soluble Chlorides 0 Water Soluble Sulfides

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 16 OF 80 6.6.1.2 (Continued)

" Water Soluble Nitrates

" Neutralization Number

Water Content by Weight

.3 Free water samples shall be analyzed to determine pH.

6.6.2 CHEMICAL TEST ACCEPTANCE

.1 Compare the test results with the acceptance criteria outlined in Section 7.5. If the test results from the first sample do not meet the acceptance criteria, repeat the test that produced the unacceptable results using the second sample from each end of the tendon.

.2 Record as in step 6.6.1.

.3 Initiate an Action Request (AR) if the second sample also fails to meet the acceptance criteria of Section 7.5. All or a portion of the sheathing filler shall be replaced as determined by the Responsible Engineer.

6.7 Tendon Restoration 6.7.1 DETENSIONED TENDONS CAUTION During retensioning, jacking pressure shall not exceed 70%

of the ultimate tensile strength (270 KSI or 1560 KIPS) for 54 strands.

.1 Restore each detensioned tendon to +0% -5% of the maximum value found in Attachment 2 for the appropriate tendon and year of surveillance.

.2 DO NOT exceed 70% of the minimum ultimate tensile strength (270 KSI) of the tendon based on the number of strands in the tendon at the time of retensioning.

6.7.2 ELONGATION MEASUREMENT NOTES: (1) If target restoration force is above 1560 KIPS, restore tendon to +0, -5% of 1560 KIPS.

(2) If less than 54 strands, request a new lift-off target force from the Responsible Engineer.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 17 OF 80 6.7.2.1 During retensioning measure the elongation of strands at 10-., 35%, 70%, 100% of jacking pressure.

.2 Determine the elongation by measuring the distance from the bearing plate to the base of the anchorhead.

Elongation measurements shall meet the requirements of Section 7.2.4.

.3 Record the pressure and elongations on Attachment 6.

.4 Install shims as required for tendon restoration.

.5 Perform lift-off measurement per Section 6.3.2.

.6 Visually inspect for broken wires or slipped strands.

.7 If required, cut strand wires evenly to enable replacement of grease cap. Indicate on data sheets the length trimmed.

6.7.3 RESEALING TENDONS CAUTION Do not reuse filler which has been removed from the tendon.

CAUTION In cases where there has been an excessive loss of filler or where the filler may be contaminated, remove and replace all or a portion of the filler in a tendon as determined by the Responsible Engineer.

CAUTION Vertical tendons shall be refilled within five (5) days (120 hours0.00139 days 0.0333 hours 1.984127e-4 weeks 4.566e-5 months ) of filler removal to prevent the formation of air pockets or voids within the tendon ducts.

.1 Prior to refilling, vertical tendon end caps with 1/8 inch vent valves shall be replaced with a 1/2 inch valve.

Drill and tap as required.

.2 Install tendon end caps using new gaskets (0-rings).

.3 Install end caps.

NOTES: (1) Pump pressure should not exceed 150 psi except at the start of pumping into a cool tendon. Do not pump additional filler material with vents in closed position without Engineering approval.

(2) The temperature of the filler at the filler pump shall be 160°F minimum and 250°F maximum.

.4 Refill the tendon sheathing with Visconorust 209oP-4 sheathing filler or an approved equivalent.

NUCLEAR ORGANIZ. ATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 18 OF 80 6.7.3 .5 Replace all lost sheathing filler by pumping under pressure through a hose attached to the grease cap filler plug.

.6 Use all available valves, vents and drains during this operation to avoid the entrapment of air in the sheathing filler.

.7 Continue pumping until at least two gallons of filler without any air bubbles or visible foreign substances have come out of the outlet or vent.

.8 Measure the volume of sheathing filler replaced in each tendon and record on Attachment 4.

NOTES : (1) These formulas are based on actual grease volume.

(2) The tendon duct length may be obtained from Attachment 3.

.9 Determine the void ratio for each half of the tendon duct using the formulas below. Record on Attachment 4.

FORMULA 1: STANDARD TENDON FORMULA (PER END)

Void = (Volume Added - Volume Removed) _ 100%

(1/2 Tendon Duct Length x 0.912 gal/ft) + 14.8 gal.

FORMULA 2: SURVEILLANCE TENDON FORMULA (PER END)

Void = (Volume Added - Volume Removed) 100%

(1/2 Tendon Duct Length x 0.912 gal/ft) + 24.3 gal.

FORMULA 3: CORRECTION FACTOR FOR REMOVED OR BROKEN TENDON STRAND VADD = VADD - (0.0079 gal/ft x 1/2 Tendon Duct Length)

.10 The total void ratio is obtained by adding the void ratio from each end and dividing by two (2).

.11 The total void ratio shall meet the Acceptance Criteria of 7.5.

7.0 ACCEPTANCE CRITERIA

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 19 OF 80 7.1 Concrete Surface Condition 7.1.1 The condition of the concrete surface is acceptable if the Responsible Engineer determines that there is no evidence of damage or degradation sufficient to warrant further evaluation or repair.

7.2 Tendon Force. Tendon Forces are acceptable if:

7.2.1 The average of all measured tendon forces, including those measured in 7.2.2.2, for each type of tendon is equal to or greater than the minimum required prestress specified at the anchorage for that type of tendon; 7.2.2 The measured force in each individual tendon is not less than 95% of the predicted force unless the following conditions are satisfied:

.1 The measured force in not more than one tendon is between 90% and 95% of the predicted force;

.2 The measured forces in two tendons located adjacent to the tendon in 7.2.2.1 are not less than 95% of the predicted forces; and

.3 The measured forces in all the remaining sample tendons are not less than 95% of the predicted force.

7.2.3 The evaluation of consecutive surveillances of prestressing forces for the same tendon or tendons in a group indicates a trend of prestress loss such that the tendon force(s) would not be less than the minimum design pre- stress requirements before the next inspection interval.

7.2.4 The elongation corresponding to a specific load (adjusted for effective wires or strands) during retensioning of tendons differs by < 10% from that recorded during the last measurement. An evaluation shall be performed if the elongation is > 10% to determine whether the difference is related to wire failures or slip of wires in anchorage.

7.3 Tendon Strands. The condition of the strand samples are acceptable if:

7.3.1 Samples are free of physical damage; 7.3.2 Sample ultimate tensile strength and elongation are not less than minimum specified values.

.1 The strand shall fail at greater than 270 ksi (guaranteed ultimate tensile strength (GUTS)) of the tendon material.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 20 OF 80 7.3.2.2 The yield strength of the strand measured at 1% extension under load shall be not less than 90% GUTS or 243 ksi.

.3 The total elongation under load shall not be less than 3.5% using a gauge length of not less than 24 inches.

7.4 Tendon Anchorage Areas. The condition of tendon anchorage areas is acceptable if:

7.4.1 There is no evidence of cracking in anchor heads, shims, or bearing plates; 7.4.2 There is no evidence of active corrosion; 7.4.3 Broken or unseated wires, broken strands, and slipped strands (SONGS uses a wedge system in lieu of buttonheads) were documented and accepted during a preservice examination or during a previous inservice examination; 7.4.4 Cracks in theconcrete adjacent to the bearing plates do not exceed 0.010 inches in width.

7.4.5 There is no evidence of any (all tendons) grease cap deformation that indicates a possible deterioration of anchorage hardware.

7.5 Corrosion Protection Medium.

7.5.1 Corrosion protection medium is acceptable when the reserve alkalinity, water content, and soluble ion concentrations of all samples are within the limits specified.

.1 The Total Base Number (reserve alkalinity) as determined by the method shown in Attachment 10 shall be no less than 35.

.2 No free water shall exist within the sheathing filler.

.3 No significant change in the physical appearance of the sheathing filler.

.4 The concentration of impurities (soluble ion concentrations) shall not exceed:

.4.1 Chlorides 2 ppm

.4.2 Nitrates 4 ppm

.4.3 Sulfides 2 ppm

.4.4 Water 10% Dry Weight

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 TCN 1-2 PAGE 21 OF 80 P.q ofq 7.5.2 The absolute difference between the amount of sheathing filler grease removed and the amount replaced (void ratio) is less than 10 percent of the net duct volume.

7.5.3 Complete grease coverage shall exist for the anchorage system.

8.0 EVALUATION REPORT 8.1 Items with examination results that do not meet the acceptance standards of Section 7.0 shall be documented by an Action Request (AR) to evaluate the condition and shall be included in the Engineering Evaluation Report. The report shall include:

8.1.1 The cause of the condition which does not meet the acceptance standards; 8.1.2 The acceptability of the concrete containment without repair of the item; 8.1.3 Whether or not repair or replacement is required and, if required, the extent, method, and completion date for the repair or replacement; 8.1.4 Extent, nature, and frequency of additional examinations.

8.1.5 The trend evaluation of consecutive surveillances of prestressing forces for the same tendon or tendons in a group compared to the minimum design prestress requirements before the next inspection interval.

8.1.6 The evaluation of elongation measurements during retensioning of tendons as compared to that recorded during the last measurement.

8.1.7 The void ratio for sheathing filler grease replacement.

8.1.8 Copies of all completed data records and material test results including water content.

8.1.9 Copies of all Action Requests generated as a result of the Containment Structural Integrity Surveillance activities.

8.2 The Engineering Evaluation Report shall be reviewed and approved by a Registered Professional Civil Engineer.

8.2.1 Surveillance data on Attachments 4 through 8 shall be entered into the Inservice Inspection System (ISIS) database.

8.2.2 The Evaluation Report should include the applicable ISIS database reports for the surveillance performed.

8.3 The Engineering Evaluation Report shall be reviewed by the ANII.

8.4 The Engineering Evaluation Report shall be reviewed and approved by the Design Engineering Supervisor.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 22 OF 80 8.5 The following conditions shall be identified and transmitted to the ISI Engineer for inclusion in the ISI Summary Report required by IWA-6000:

8.5.1 When the elongation corresponding to a specific load (adjusted for effective wires or strands) during retensioning of tendons differs by more than 10 percent from that recorded during the last measurement.

8.5.2 The sampled sheathing filler grease contains chemically combined water exceeding 10 percent by weight or the presence of free water.

8.5.3 The absolute difference between the amount removed and the amount replaced exceeds 10 percent of the tendon net duct volume.

8.5.4 Grease leakage is detected during general visual examination of the containment surface.

8.6 A copy of all forms and documents including the final report of the surveillance generated during the performance of this procedure shall be filed in CDM-SONGS.

xxiv-3.8 rl.wpd

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 23 OF 80 ATTACHMENT 1 TENDON SURVEILLANCE - UNIT 2 TENDON NUMBERS Years After Initial Structural 1 3 5 10 15 Integrity Test (12/3/1980) I Type of H* U* H H U H U H Examination _ _

Visual examination 20 31-121 5 13-139 42 64-178 of End Anchorages 86 9-143 36 35-117 86 9-143 20 66-176 50 12-140 and adjacent 97 66-176 79 4-58 75 94-148 86 9-143 114 5-57 concrete surface 53 88-154 113 78-164 9 19-133 53 39-113 13 96-146 64 87 1081 Prestress 20 31-121 42 64-178 monitoring tests 86 9-143 86 9-143 20 66-176 97 66-176 75 94-148 86 9-143 53 88-154 9 19-133 53 39-113 64 108 1 1 1 1 Detensioning and 97 88-154 42 42 1 19-133 19_133 20 20 66-176

_6_17 material tests

.Hoop tendon Inverted U tendon

[

Years After Initial Structural Integrity Test (12/3/1980)

I Type of Examination Visual examination of End Anchorages and adjacent concrete surface Prestress monitoring tests Detensioning and material tests

NCR 971001038 and 010400658 requires tendon #13o be visualy examned dring the performance of each of the remaining surveillances to document any further degradation.

ATTACHMENT 1 PAGE I OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 24 OF 80 ATTACHMENT 1 TENDON SURVEILLANCE - UNIT 3 TENDON NUMBERS Years After Initial Structural 1 3 5 10 15 Integrity Test (4/3/1982)

Type of H* U* H U H U H U H U Examination I Visual examination 53 66-176 7 23-129 31 19-133 of End Anchorages 64 88-154 38 47-105 64 88-154 49 11-141 42 95-147 and adjacent. 9 9-143 80 69-173 108 31-121 111 7-55 64 88-154 concrete surface 97 39-113 94 83-159 75 65-177 2 76-166 97 43-109 86 85 20 1 1 Prestress 53 66-176 31 19-133 monitoring tests 64 88-154 64 88-154 42 95-147 9 9-143 108 31-121 64 88-154 97 39-113 75 65-177 97 43-109 86 20 1 1 Detensioning and 53 66-176 31 19-133 97 95-147 material tests I I I I I

Horizontal (Hoop) tendon

Vertical (Inverted U) tendon TENDON NUMBERS Years After Initial Structural 20 25 30 35 40 Integrity Test (4/3/1982) .....

Type of H U H U H U H U H U Examination Visual examination 10 25-127 28 39-113 84 42-110 64 88-154 4 51-101 of End Anchorages 87 71-171 64 88-154 106 91-151 16 31-121 88 97-145 and adjacent 4 31-121 9 16-136 24 35-117 86 1-61 32 50-102 concrete surface II Prestress 28 39-113 64 88-154 monitoring tests 64 88-154 16 31-121 9 16-136 86 1-61 Detensioning and 9 39-113 64 88-154 material tests III _I I___II ATTACHMENT 1 PAGE 2 OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 25 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 HORIZONTAL TENDONS TENDON TYPE END I YEARS NO. 1 5 10 20 30 40 1 Max. 1586 1572 Min. 1399 1377 8 J 3 Max. 1549 1535 Min 1366 1344 Max. 1509 1493 2

Min. 1322 1300 9 S 3 Max. 1484 1469 Min 1306 1287 1 Max. 1560 1546 Min. 1376 1354 10 J 2 Max. 1517 1503 Min 1338 1316 1 Max. 1566 1542 Min. 1390 1355 19 J 2 Max. 1560 1536 Min 1385 1350 1 Max. 1569 1541 Min. 1383 1344 20 S 3 Max. 1527 1501 Min 1348 1312 Max. 1577 1553 2

Min. 1400 1363 21 J Max. 1507 1483 3_ _ Min. 1338 __ _ _ _ 1303 _ _ _ __ _ _ _ _ _ _

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 1 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 26 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. 15 10 20 30 40 1 Max. 1517 Min. 1325 22 3 2 Max. 1500 Min. 1310 1 Max. 1554 23S Min. 1358 3 Max. 1499 Min. 1309 2 Max. 1570 24 Min. 1372 3 Max. 1490 Min. 1301 2 Max. 1573 30 30___ Min. 1376 3 Max. 1494 Min. 1305 Max. 1409 I

31 S 31 S Mi n. 1234 2 Max. 1466 Mi n. 1281 Max. 1516 1

32 J 32___ Min. 1325 Max. 1523 3 Min.a - _ _331 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 2 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 27 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. 1 I 10 20 30 40 1 Max. 1576 Min. 1390 41 3 Max. 1552 Mi n. 1369 Max. 1559 2

Mi n. 1373 42 S 3 Max. 1532 Min. 1363 1 Max. 1571 43 J Min. 1385 Max. 1543 Mi n. 1361 Max. 1544 1520 1

Mi n. 1371 1336 52 J 2 Max. 1539 1515 Mi n. 1366 1331 1 Max. 1597 1571 Mi n. 1416 1380 53 S Max. 1564 1538 3

Mi n. 1390 1355 2 Max. 1619 1595 54 .... Min. 1437 1402 Max. 1544 1520 3 - Min - 1371 - _ _ _ _ 1336 - _ _ _-_ _ _ _-

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 3 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 28 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 HORIZONTAL TENDONS TENDON TYPE _ND YEARS NO. 1 5_10 20 30 40 2 Max. 1552 57 57___ Min. 1357 Max. 1504 Mi n. 1315 Max. 1541 58 S 58 Min. 1348 Max. 1482 Mi n. 1295 1 Max. 1568 59___ Min. 1371 59 J 2 Max. 1502 Mi n. T 1313 2 Max. 1545 Min. 1372 63 J 3 Max. 1518 Mi n. 1348 Max. 1607 1

64 S' Mi n. 1426 Max.

1570 2

Mi n. 1396 Max. 1593 1

Min. 1414 65J Max.

1569 3

_ -Min. 139_3_

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 4 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 29 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. 1 10 20 30 40 1 Max. 1586 1572 Mi n. 1399 1377 74 J 3 Max. 1531 1517 Min. 1351 1329 2 Max. 1535 1519 Min. 1349 1327 75 S 3 Max. 1508 1493 Min. 1339 1312 1 Max. 1517 1503 76 J 76 Min. 1338 1316 2 Max. 1511 1497 Min, 33 1310 Max. 1577 1560 1553 1546 1542 1539 1

Min. 1400 1376 1365 1354 1348 1344 85 J Max. 1539 1522 1515 1508 1504 1501 2

Min. 1366 1342 1331 1320 1314 1310 Max. 1600 1585 1579 1572 1569 1566 1

Min. 1423 1401 1392 1382 1377 1373 86 S 3 Max. 1527 1513 1506 1500 1497 1494 Min. 1362 1342 1333 1324 1319 1315 Max. 1608 1591 1584 1577 1573 1570 2

87J Min. 1428 1404 1393 1382 1376 1372 Max. 1529 1512 1505 1498 1494 1491 3 _ Min. 1357 1333 1322 1311 1305 1301 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 5 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 30 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. _ _10 1 20 30 40 Max. 1598 1560 2

Min. 1419 1363 96 Max. 1549 1511 Mi n. 1375 1319 1 Max. 1563 1530 97 S 97___ Min. 1393 1346 2 Max. 1546 1515 Min. 1380 1333 Max. 1603 1565 1

Min. 1423 1367 S983 3 Max. 1527 1489 Mi_. m122__

1355 1 Max. 1586 Min. 1399 107 J Max. 1563 Mi n. 1378 Max. 1611 2

108S Min. 1429 Max.

1573 Mi n. 1398 Max. 1538 Min. 1357 109 1 Max. 1522 2

_ _M in. .J342_.-

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 6 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 31 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 VERTICAL TENDONS TENDON TYPE END I YEARS NO. 1510 20 30 140 A Max. 1593 1-61 3 161 Min. 1398 Max. 1558 B

Mi n. 1367 Max. 1560 A

Min. 1369 2-60 S B Max. 1515 Mi n. 1329 Max. 1568 A

Mi n. 1376 Max. _ 1578 Max.

Mi n.

N/A S I A

B Min. 1444_1422 1413__ 1403 1398 139 Max.

Max. 1618 _598__584 1603 157_151__68_56 1596 1590 1586 1583 9-143 SMin. 1444 1422 1413 1403 1398 1394 Max. 1598 1584 1577 1571 1568 1565 Min. 1428 1407 1398 1389 1384 1380 Max. 1590 1576 1570 1564 1560 1558 10-142 -

Min. 1415 1394 1385 1376 1371 1367 Max. 1590 1576 1570 1564 1560 1558 Min. 1415 1394 1385 1376 1371 1367 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 7 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 32 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 VERTICAL TENDONS TENDON TYPE END YEARS NO. 1 5 10 20 30 40 Max. 1576 A

Min. 1394 18-134 Max. 1598 B

Mi. n 1414 Max. 1628 A

S Mi. n1443 19-133 Max. 1579 B

Min. 1402 Max. 1611 A

Min. 1432 20-132 J - ___

Max.

1576 B

Mi n. 1425 Max. 1600 A

Min. 1424 30-122 Max. 1602 Min. 1426 A Max. 1574 Min. 1406 31-121 S Max. 1586 B

Min. 1415 Max. 1651 A

Min. 1469 32-120 Max. 1613 B n_ 6 -_43

_i J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 8 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 33 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 VERTICAL TENDONS TENDON TYPE END YEARS NO. 11 5_10 20 30 40 Max. 1550 A

3311 Min. 1362 33-119 3 Max. 1562 B

Min. 1373 A Max. 1582 34-118 S 3411 Min. 1391 Max. 1560 B

Min. 1371 A Max. 1571 Min. 1381 35-117 J -

Max. 1551 Min. 1363 Max. 1592 A

38-114 3 -

M1.

_ _Min. 1405 Max. 1580 B

Min. 1394 Max. 1603 A

39-113 S -

Max. 1581 B Min. 1398 ,,,_

__Min.

_ _ __ _ _ _ _ _ _ 1416 _ _

Max. __ _ _ ____ 1605 A

Min. __ _ _ _ _ _ _ 1416 _ __ _ _ _ _

40-112 3 Max. __ _ _ _ _ _ _ 1570 ___

B J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 9 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 34 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 VERTICAL TENDONS TENDON TYPE END YEARS NO. 1 5 10 20 30 40 Max. 1599 A

Min. 1407 42-110 J B Max. 1587 Mi n. 1397 Max. 1606 A

Mi n. 1416 43-109 S B Max. 1577 Mi n. 1392 A Max. 1599 Min. 1407 44-108 J B Max. 1564 Mi n. 1376 A Max. 1576 1560 Min. 1394 1371 63-179 J Max. 1536 1520 B

Mi n. 1359 1336 A Max. 1546 1530 Min. 1373 1351 64-178 S B Max. 1568 1552 Mi n. 1392 1370 Max. 1586 1570 Min. 1403 1380 65-177 3 Max. 6517_____ 1598 1582

_ Min-112E 1391 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 10 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 35 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 VERTICAL TENDONS YEARS

_TYPE TENDON END NO. - (5 10o 20 30 40 Max. 1600 1580 A

Min. 1424 1394 65-177 J Max. 1612 1592 B

Min. 1435 1405 Max. 1577 1556 A

66-176 S -

Min. 1407 1377 B Max. 1579 1559 Min. 1409 1379 Max. 1590 1570 A

67-175 J -

Min.

1415 1385 Max. 1590 1570 B

Min. 1415 _ _

Max. 1614 1608 A

Min. 1421 1412 85-157 J -

B Max. 1586 1580 Min. 1396 1387 Max. 1540 1534 A

Min. 1361 1352 86-156 S Max. 1543 1537 B

Min. 1362 1353 Max. 1574 1568 A

Min. 1385 1387 87-155 -

Max. 1574 1568 MB n, 1385 1376 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 11 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 36 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 2 VERTICAL TENDONS TENDON TYPE END I YEARS NO. 1 5 10 20 30 40 Max. 1600 A

Min. 1424 87-155 J Max. 1600 Min. 1424 Max. 1588 A

Mi n. 1415 88-154 S B Max. 1568

_Min. 1399 Max. 1680 A

Min. 1495 89-153 J B Max. 1600 Mi. 1424 Max. 1576 A

Min. 1394 93-149 J -

Max. 1576 B

Mi n. 1394 A

Max. .. 1546 Min. 1374 94-148 S Max. 1556 B

Min. 1383 Max. 1546 A

95-147J M14 _ _Min. 1367 Max. 1576

____Min B ..... _ 1394 _ _ _ _ _ _ _ __ _ _ _ _ _ _ _

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 12 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 37 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. 1 5 15 25 35 1 Max. 1598 1563 Min. 1419 1370 8 J Max. 1601 1566 3

Min. 1422 1373 Max. 1486 1451 2

Min. 1314 1265 9 S Max. 1513 1477 3

Min. 1337 1286 Max. 1603 1568 2

10 J Min. 1423 1374 1 Max. 1544 1509

_ Min,. 1 1370 1 1321_

2 Max. 1477 15 J M5 _ _Min. 1292 Max. 1502 3

Min. 1314 1 Max. 1499 16 S Min. 1311 Max.

1574 2

Min. 1378 1 Max. 1426 Min. 1247 17 J Max. 1386 3_n,- __ -1211 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 13 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 38 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. 1 15 25 35 Max. 1533 2

Min. 1352 19 J Max. 1516 1

Min. 1337 Max. 1563 1

20 S Mi n. 1366 20S Max. 1521 3

Mi n. 1333 Max. 1524 3

Min. 1344 21 J Max. 1552 2 "

Mi n. __

Max. 1545 2

27J 27 J Mi n. 1353 Max. 1515 3

Min. 1327 Max. 1508 28S S Min. 1321 Max. 1557 2

Mi n. 1365 Max. 1478 Min. 1294 293 Max.

1539 3

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 14 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 39 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 HORIZONTAL TENDONS TENDON TYPE END YEARS_

NO. 515 15 35 Max. 1566 3

Min. 1381 30 J Max. 1563 2

Mi n. 1378 Max. 1481 1

Min. 1302 31 S Max. 1560 2

Mi n. 1364 Max. 1539 1

Min. 1358 32 J Max. 1563 3

Min- 1378 Max. 1501 1

Mi n. 1317 41 J Max. 1529 3

Min. 1342 Max. 1557 2

Mi n. 1365 42S Max.

1550 3

Mi n. 1359 Max. 1564 2

Min. 1373 43 J Max. 1493

_M_

1

__ _ . . 1 IL10 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 15 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 40 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 HORIZONTAL TENDONS TENDON NO.

TYPE END YEARS 1515 25 35 Max. 1571 2

Min. 1395 52 "

1 Max. 1533 Mi n. 1361 Max. 1602 Min. 1421 53 S Max. 1610 Mi n. 1428 Max. 1530 3

Min. 1358 54 J Max. 1601 1 Mi n. 1422 Max. 1550 1533 1521 1515 1511 3

Min. 1376 1352 1335 1327 1322 63 J Max. 1569 1552 1540 1534 1530 2

Min. 1393 1369 1352 1344 1339 Max. 1564 1547 1535 1530 1526 1

Min. 1391 1366 1349 1341 1336 64 S Max. 1623 1604 1591 1585 1581 2

Min. 1438 1412 1394 1386 1380 Max. 1581 1574 1569 1563 1559 1

65 3 Min. 1419 1395 1378 1370 1365 Max. 1588 1557 1545 1539 1535 3 -_397 1373 ]356 348 34 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 16 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 41 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. 1 5 15 25 35 1 Max. 1571 Mi n. 1385 74 J 3 Max. 1536 Min. 1355 Max. 1558 2

75 S M7.n.1368 M_ S Max. 1530 3

Mi n. 1347 Max. 1563 2

76 J Mi _____n. 1378 Max. 1554 1

Min. 1371 Max. 1582 1543 1

Min. 1404 1350 85 J 2 Max. 1544 1505 Min. 1370 1316 Max. 1533 1503 1

Min. 1367 1324 86S Max. 1592 1559 3

Min. 1416 1368 Max. 1541 1502 3

Min. 1368 1314 87 Max. 1601 1562 2

IIMin, 142213 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 17 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 42 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 HORIZONTAL TENDONS TENDON TYPE END YEARS NO. 1 5 15 125 35 Max. 1564 1535 2

Min. 1389 1348 96 J 3 Max. 1554 1525 Min. 1380 1339 Max. 1551 1527 1

Min. 1384 1350 97 S Max. 1599 1574 2

Min. 1424 1387 Max. 1567 1538 Min. 1391 1350 3 Max. 1585 1556 Min. 1407 1366 Max. 1565 1

Min. 1380 107 3 Max. 1589 Min. 1402 Max. 1589 2

Min. 1411 108 5 Max. 1609 3

Min. 1428 Max. 1576 2

Min. 1390 1093 Max.

1542 Min. 1360 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 18 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 43 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 VERTICAL TENDONS TENDON TYPE END YEARS NO. 1 5 15 25 35 Max.

A Mi n.

N/A J Max.

B Mi n.

Max. 1651 A

9-143 S Min. 1472 Max. 1633 Min. 1457 Max. 1590 A

Mi n. 1415

.10-142 J Max. 1631 B*

Min. 1451 Max. 1589 A

15-135J 15135 Min. 1398 Max. 1594 B

Min. 1403 Max. 1581 A

16-136 S M1. __Min. 1391 Max. 1589 B

Min. 1398 A Max. 1611 17-1373 M1. J Min. 1418 Max. 1605 B

_Mi_ n __ -1412~

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 19 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 44 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 VERTICAL TENDONS TENDON TYPE END YEARS NO. 1 5 15 25 35 Max. 1608 A

Mi n. 1422 18-134 J Max. 1627 B

Mi n. 1439 A Max. 1635 Min. 1448 19-133 S Max. 1619 B

Mi n. 1436 A Max. 1619 20132 Min. 1432 20-132J Max. 1616 B

_Mi, _1430 Max. 1608 1589 A

30-122J Min. 1422 1396 Max. 1605 1586 B

Mi n. 1420 1394 Max. 1608 1590 A

31-121S Min. __21 1425 1398 Max. 1622 1603 B

Mi n. 1436 1409 Max. 1608 1589 A

32_120 Min. 1422 1396 32-120J Max. 1627 1608 B

_ _M_-Jin. 14 _ _ _41 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 20 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE 5023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 45 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 VERTICAL TENDONS TENDON TYPE END YEARS NO. 5 115 25 35 Max. 1623 1592 A

38-114 Min. 1444 1401 38-114 B Max. 1631 1600 Min. 1452 1409 A Max. 1639 1608 39-113S39-113 Min. 1460 1416 B Max. 1633 1603 Min. 1456 1412 Max. 1612 1581 A

40-112 Min. 1435 1392 Max. 1620 1589 B

Min. 1442 _3g_

Max. 1586 A

42-110J Min. 1399 Max.

1605 B

Min. 1415 Max. 1614 A

Min. 1424 43-109 S Max. 1609 Min. 1421 Max. 1597 A

44-1083 Min. 1408 Max.

1583 1 1 1 Min. 1396 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 21 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 46 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 VERTICAL TENDONS TENDON TYPE END YEARS NO. 1 [5 15 25 35 Max. 1565 A

62-180 62-180 J Mi n. 1375 10 Max. 1602 B

Mi n. 1408 Max. 1586 Min. ____ _____ _____ _____ 1394 1-61 S160 Max. 1600 Mi n. 1407 Max.

A 1602 A

Min. 1408 2-60 J1575 Max. ____ ____ ____ 1575 B

IM, n. 1384 Max. 1578 A

Min. 1396 64-178 J Max. 1577 B

Mi n. 1395 Max. 1557 A

Min. 1380 65-177 Max. 1565 B

Mi n. 1387 Max. 1587 A

Min. 1406 66 -176 J Max. 1576

_i__

B 1396* ..

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 22 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 47 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 VERTICAL TENDONS TENDON TYPE END YEARS NO. 1 5 15 25 35 Max. 1571 A

Min. 1401 65-177 J Max. 1580 B

Mi n. 1409 Max. 1602 A

Min. 1428 66-176 S Max. 1590 B

Mi n. 1417 Max. 1612 A

67-175 J 67_175 J Mirn. 1435 T_

Max. 1631 Min 1451 Max. 1623 1608 1597 1592 1589 A

Min. 1444 1422 1408 1401 1396 87-155 J Max. 1653 1638 1627 1622 1619 B

Min. 1471 1449 1435 1428 1423 Max. 1596 1581 1570 1566 1562 A

Min. 1422 1401 1387 1380 1376 88-154 S Max. 1625 1611 1602 1598 1595 B

Min. 1460 1440 1426 1419 1415 Max. 1655 1640 1629 1624 1621 A

Min. 1473 1451 1437 1430 1425 89-153 Max. 1631 1616 1605 1600 1597 B

_ __MAin. I42 43 _4549 1404 J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 23 OF 24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 48 OF 80 ATTACHMENT 2 TENDON LIFT-OFF FORCE - UNIT 3 VERTICAL TENDONS TENDON NO.

TYPE END YEARS 1 5 - - T 15 25 35 A Max. 1583 Min. 1396 94-148 J Max. 1599 B

Min. 1410 Max. 1600 A

Min. 1410 95-147 S Max. 1588 B

Min. 1400 Max. 1573 A

Min. 1387 96-146 J Max. 1610 B __ Min. _ _ __ _ _ __ 1420 _ _ _ _ _ _ _

J= Tendon Adjacent to Inspected Tendon S= Inspected Tendon (Surveillance)

N/A= No Adjacent Tendon ATTACHMENT 2 PAGE 24 OF.24

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 49 OF 80 ATTACHMENT 3 HR ITONTAL AND VERTICAL TENDONS DUCT LENGTH - UNITS 2 AND 3 HORIZONTAL TENDONS End Number to End Number Length (in feet) 1-1 1-2 343.7 2-1 2-3 344.2 3-3 3-2 344.0 4-2 4-1 344.0 5-1 5-3 344.5 6-3 6-2 344.4 7-2 7-1 344.2 8-1 8-3 345.5 9-3 9-2 345.7 10-2 10-1 343.9 11-1 11-3 346.4 12-3 12-2 347.4 13-2 13-1 345.2 14-1 14-3 347.7 15-3 15-2 346.8 16-2 16-1 344.6 17-1 17-3 346.7 18-3 18-2 346.1 19-2 19-1 344.1 20-1 20-3 345.9 21-3 21-2 345.6 22-2 22-1 343.8 23-1 23-3 345.4 24-3 24-2 345.2 25-2 25-1 343.6 26-1 26-3 345.1 27-3 27-2 344.5 28-2 28-1 343.5 29-1 29-3 344.4 30-3 30-2 344.3 31-2 31-1 343.4 32-1 32-3 344.6 33-3 33-2 344.3 34-2 34-1 343.6 35-1 35-3 344.5 36-3 36-2 344.4 37-2 37-1 343.4 38-1 38-3 344.6 39-3 39-2 344.6 40-2 40-1 343.4 41-1 41-3 344.7 42-3 42-2 344.9 43-2 43-1 343.5 44-1 44-3 344.2 45-3 45-2 344.0 46-2 46-1 343.7 NOTES 1) Tendon Duct Length is obtained from Drawing S023-204-3-133

2) End Number = (Tendon Number - Buttress Number)

ATTACHMENT 3 PAGEtI OF 5

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 50 OF 80 ATTACHMENT 3 HOP T7ONTAI AND VERTICAL TENDONS DUCT LENGTH - UNITS 2 AND 33 HORIZONTAL - UNITS 2 AND HORIZONTAL TENDONS End Number to End Number Length (in feet) 47-1 47-2 344.0 48-3 48-2 343.7 49-2 49-1 343.4 50-1 50-3 343.6 51-3 51-2 343.6 52-2 52-1 343.4 53-1 53-3 344.1 54-3 54-2 343.5 55-2 55-1 344.0 56-1 56-3 344.0 57-3 57-2 343.4 58-2 58-1 344.2 59-1 59-3 343.7 60-3 60-2 343.4 61-2 61-1 343.6 62-1 62-3 343.6 63-3 63-2 343.4 64-2 64-1 343.5 65-1 65-3 343.5 66-3 66-2 343.4 67-2 67-1 343.4 68-1 68-3 343.4 69-3 69-2 343.4 70 70-1 343.4 71-1 71-3 343.4 72-3 72-2 343.4 73-2 73-1 343.4 74-1 74-3 343.4 75-3 75-2 343.4 76-2 76-1 343.4 77-1 77-3 343.4 78-3 78-2 343.4 79-2 79-1 343.4 80-1 80-3 343.4 81-3 81-2 343.4 82-2 82-1 343.4 83-1 83-3 343.4 84-3 84-2 343.4 85-2 85-1 341.9 86-1 86-3 341.7 87-3 87-2 341.3 88-2 88-1 340.6 89-1 89-3 339.7 90-3 90-2 338.6 91-2 91-1 337.3 92-1 92-3 335.7 NOTES: 1) Tendon Duct Length is obtained from Drawing S023-204 133

2) End Number = (Tendon Number - Buttress Number)

ATTACHMENT 3 PAGE 2 OF 5

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 51 OF 80 ATTACHMENT 3 HORIZONTAL AND VERTICAL TENDONS DUCT LENGTH - UNITS 2 AND 3 HORIZONTAL AND VERTICAL TENDONS DUCT LENGTH HORIZONTAL TENDONS End Number to End Number Length (in feet) 93-3 93-2 334.0 94-2 94-1 332.0 95-1 95-3 329.8 96-3 96-2 327.4 97-2 97-1 324.6 98-1 98-3 322.0 99-3 99-2 318.9 100-2 100-1 315.7 101-1 101-3 312.3 102-3 102-2 308.7 103-2 103-1 304.6 104-1 104-3 300.8 105-3 105-2 296.6 106-2 106-1 292.2 107-1 107-3 287.6 108-3 108-2 282.8 109-2 109-I 277.7 110-1 110-3 272.2 111-3 111-2 267.5 112-2 112-1 262.0 113-1 113-3 256.4 114-3 114-2 250.6 NOTES: 1) Tendon Duct Length is obtained from Drawing S023-204-3-133

2) End Number = (Tendon Number - Buttress Number)

ATTACHMENT 3 PAGE 3 OF 5

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 52 OF 80 ATTACHMENT 3 HNRT7NNTAI AND VFRTTCAI TENDONS QIW.T IFNGTH - INITS 2 AND 3 VERTICAL TENDONS End Number to End Number Length (in feet) 1 61 423.4 2 60 419.0 3 59 414.4 4 58 409.6 5 57 404.8 6 56 399.5 7 55 393.6 8 54 387.9 9 143 386.7 10 142 392.5 11 141 398.7 12 140 403.4 13 139 408.3 14 138 413.1 15 137 417.7 16 136 422.0 17 135 426.1 18 134 429.9 19 133 433.5 20 132 436.8 21 131 439.8 22 130 442.5 23 129 445.0 24 128 447.2 25 127 449.5 26 126 451.1 27 125 452.4 28 124 453.0 29 123 453.7 30 122 454.2 31 121 454.3 32 120 454.2 33 119 453.7 34 118 453.0 35 117 452.0 36 116 450.7 37 115 449.1 38 114 447.2 39 113 444.9 40 112 442.5 41 111 439.8 42 110 436.8 43 109 433.5 44 108 429.9 45 107 426.1 NOTE: Tendon Duct Length is obtained from Drawing S023-204-3-133 ATTACHMENT 3 PAGE 4 OF 5

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 53 OF 80 ATTACHMENT 3 HORIZONTAL AND VERTICAL TENDONS DUCT LENGTH - UNITS 2 AND 3 VERTICAL TENDONS End Number to End Number Length (in feet) 46 106 422.0 47 105 417.7 48 104 413.2 49 103 408.4 50 102 403.8 51 101 396.5 52 100 393.0 53 99 386.7 62 180 427.5 63 179 431.4 64 178 434.9 65 177 438.3 66 176 441.3 67 175 444.0 68 174 445.5 69 173 448.7 70 172 450.6 71 171 453.3 72 170 454.6 73 169 457.4 74 168 458.2 75 167 458.6 76 166 457.4 77 165 456.0 78 164 455.5 79 163 454.6 80 162 454.0 81 161 452.7 82 160 450.6 83 159 448.7 84 158 446.5 85 157 444.2 86 156 441.5 87 155 438.4 88 154 435.0 89 153 431.4 90 152 427.6 91 151 423.6 92 150 419.0 93 149 414.4 94 148 409.6 95 147 404.5 96 146 399.1 97 145 393.6 98 144 387.9 NOTE: Tendon Duct Length is obtained from Drawing S023-204-3-133.

ATTACHMENT 3 PAGE 5 OF 5

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 54 OF 80 ATTACHMENT 4 SHEATHING FILLER REMOVAL AND INSTALLATION PREREQUISITES MET: VERIFIED BY:

RESPONSIBLE WORK ORGANIZATION DATE TENDON IDENTIFICATION (1) TENDON NUMBER (2) TENDON END LOCATION ID- PRESSURE ID-(3) CAL. DUE DATES & ID ITHERMOMETERIDUE GAUGE DUE FILLER REMOVAL (4) DATE REMOVAL STARTED (5) CONTAINMENT EXTERIOR CONCRETE TEMPERATURE NEAR TENDON ANCHORAGE ('F)

(6) TOTAL VOLUME REMOVED (GAL.)

(7) SAMPLE TAKEN YES/NO (Circle One)

(8) CHANGE IN APPEARANCE OF FILLER YES/NO (Circle One)

GREASE CAP (9) DATE REMOVED 1(10) DATE REINSTALLED COMMENTS:

FILLER INSTALLATION (11) DATE INSTALLED (12) CONTAINMENT EXTERIOR CONCRETE TEMPERATURE NEAR TENDON ANCHORAGE (°F)

(13) FILLER TEMPERATURE AT PUMP ('F)

(14) FILLER TEMPERATURE AT OUTLET CAP (OF)

(15) TOTAL VOLUME INSTALLED (GAL.)

(16) INSTALLATION PRESSURE (PSI)

I ~I _ _ _ _ _ I.

RECORDED BY DATE Exami ner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE Supervisor, Design Engineering or designee REVIEWED BY ANTI DATE ANI I ATTACHMENT 4 PAGE 1 OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 55 OF 80 ATTACHMENT 4 SHEATHING FILLER REMOVAL AND INSTALLATION (17) UNIT (18) SURV. YEAR (19) TENDON NO.

(20) END (21) LENGTH (ATf. #3)

(22) SURV, TENDON? Y/ N (23) REPLACE VALVE? YI N (24) SCALE ID#

(25) CAUB. DUE DATE REMOVAL INSTALLATION (26) EMPTY SAMPLE BOTTLE WT. (17) DIAMETER OF BARREL (IN.)

(27) FILLED BOTTLE WT. (18) GREASE START LEVEL (IN.)

(28) NET SAMPLE WT. (UINE 27-26) (19) GREASE FINISH LEVEL (IN.)

(29) EMPTY CONTAINER + RAG WT. (20) HEIGHT CHANGE (UNE 18-19)

(30) CONTAJNER + GREASE + RAG VVT.

(21) GALLONS PUMPED INTO TENDON

= HEIGHT CHANGE x 1.7 GAU IN.

(31) NET GREASE WT. (LINE 30-29) (22) GALLONS VENTED (32) TOTAL GREASE WT. (LINE 28+ 31) (23) VOLUME ADDED (LINE 21 - 22)

(33) VOLUME REMOVED (24) ADJUSTED VOLUME ADDED

= TOTAL WT. + 7.4 LBSJ GAL (IFSTRAND REMOVED)

END VOID RATIO % (24) END VOID RATIO %

Standard Tendon:

(Volume Added - Volume Removed) x 1000/6 1/2 Tendon Length x 0.912 gal/ft + 14.8 gal. Surveillance Tendon:

(Volume Added- Volume Removed)x 100%

Removed Strand Correction %Tendon Length x 0.912 gal/ft + 24.3 gal.

V(,dm = V(ap - 0.0079 gal/t x 1/22 Tendon Length RECORDED BY DATE Examiner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE Supervisor, Design Engineering or Designee REVIEWED BY DATE ANII ATTACHMENT 4 PAGE 2 OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 56 OF 80 ATTACHMENT 5 ANCHORAGE ASSEMBLY VISUAL EXAMINATION (VT-i)

PREREQUISITES MET: VERIFIED BY:

RESPONSIBLE WORK ORGANIZATION DATE Legend for Strands Strand Removed Previously Tendon No.

Location(s)

Strand Removed This Surveillance for Examination 0 Discontinuous Strand Removed This Surveillance CORROSION LEVEL

1 NO VISIBLE OXIDATION

2 VISIBLE OXIDATION, NO PITTING

3 0" PITTING < .003"

4 .003" < PITTING < .006"

5 .006" < PITTING < .010" Anchorhead Shims Bearing Wedges Tendon Trumpet Plate Strands CORROSION LEVEL 'I//I//I!

I//I/I//I COMPLETE GREASE COVERAGE (Y/N)

EXAMINATION OF ADJACENT CONCRETE SURFACES (VT-IC)

COMMENTS (Broken or missing wires; and breakage cause; NCR's written)

RECORDED BY DATE Examiner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE Supervisor, Design Engineering or designee REVIEWED BY ANII DATE AN II ATTACHMENT 5 PAGE 1 OF 1

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 57 OF 80 ATTACHMENT 6 DETENSIONING AND RETENSION DATA (1) Tendon No. I(2) Location (3) Hydraulic Ram ID.I (4) Ga uge ID.

(5) Prerequisites Verified By: Date INITIAL LIFT-OFF FORCES (6) Number of Effective Strands Before Detensioning/Lift-off (7) Concrete Surface Temperature Adjacent to Tendon (8) Measure Distance From Anchor Head to End of Strands Inches (9) Measure Initial Shim Stack Length Inches CAUTION: Jacking Pressure Shall Not Exceed 1800 Kips for 55 Strands During Lift-off and Detensioning Operations.

(10) Lift-off Force (Kips) and (a) KIPS (a) KSI (b) KIPS (b) KSI (c) KIPS (c) KSI AVG KIPS AVG KSI DETENSIONING DATA (11) Pressurize to PAc for Number of Effective Strands (KSI)

PJACK = 1590 KIPS for 55 Strands, 1560 KIPS for 54 Strand KSI (12) Measure Distance from BP to Base of Anchor Head. Inches (13) Depressurize to 70%, 35%, 10% of PJACK 70% 35% 10%

(a) KSI (b) KSI (c)_KSI (14) Measure Distance from BP to Base of Anchor Head. (a) IN (b)_IN (c)_IN (15) Depressurize to Zero.

(16) Measure Distance from BP to Base of Anchor Head. Inches (17) Remove Ram.

(18) Was Examination Strand Removed from This End? _Yes

..... -No (19) Are There Any Possible Damaged or Broken Strands? Yes No RECORDED BY DATE Examiner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE Supervisor, Design Engineering or designee REVIEWED BY DATE ANII ATTACHMENT 6 PAGE I OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 58 OF 80 ATTACHMENT 6 DETENSIONING AND RETENSION DATA (1) Tendon No. T_(2) Location _

RETENSIONI NG (20) Number of Effective Strands At Retensioning.

(21) Concrete Surface Temperature Adjacent to Tendon.

(22) Ensure any shims measured in step 16 are reinstalled. Install Ram.

Check Gauges = (Zero) at No Load.

CAUTION: Jacking Pressure Shall Not Exceed 1560 Kips for 54 Strands During Retensioning Operations.

(23) Pressurize to 10%, 35%, 70% of 10% 35% 70%

PACK PJACK = 1560 KIPS for 54 Strands. (a) KSI (b) KSI (c) KSI (24) Measure Head. Distance from BP to Anchor I(a) - IN 1(b) _ IN (c) - IN (25) Pressurize to PJACK for Number of Effective Strands at Retensioning (KSI) KSI (26) Measure Distance from BP to Anchor Head. Inches (27) Shim to New Lift-Off Force. (See Section 6.7.1.1) Shim Length: Inches (28) Depressurize to Zero.

(29) Measure Distance From Anchor Head to End of Strands -Inches (30) New Lift-off Force (Kips) (a) KIPS (a) KSI and Pressure (Ksi). (b) KIPS (b) KSI (c) KIPS (c) KSI AVG KIPS AVG KSI (31) Compute Elongations (Attachment 14).

RECORDED BY DATE Examiner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE Supervisor, Design Engineering or designee REVIEWED BY DATE ANII ATTACHMENT 6 PAGE 2 OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 59 OF 80 ATTACHMENT 7 WIRE EXAMINATION DATA TENDON IDENTIFICATION DATE WIRE EXAMINED WIRE LENGTH (FT) n0 O' ANCHORHEAD'END

+ + *1- +

+ + + +

40' I I I I I 10' 2

I I I I I I of

+ + + + 30' 50'

+ + + + 01o 120'

+ + + + ACO'-

CORROSION LEVEL #1 NO VISIBLE OXIDATION

2 VISIBLE OXIDATION, NO PITTING

3 0 PITTING < .003"

4 .003" < PITTING < .006"

5 .006" < PITTING < .010" RECORDED BY DATE Examiner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE Supervisor, Design Engineering or designee REVIEWED BY ANII DATE AN II ATTACHMENT 7 PAGE 1 OF 1

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 60 OF 80 ATTACHMENT 8 TENDON WIRE TEST (1) TENDON IDENTIFICATION AND LOCATION (2) SAMPLE NUMBER (3) DATE WIRE TESTED (4) DATA RECORDED BY:

(5) MEASURE WIRE DIAMETER (IN.)

(6) PRESSURIZE TO 20,650 POUNDS (50% of GUTS)

(7) DECREASE PRESSURE TO 4130 POUNDS (10% of GUTS)

(8) MEASURE SAMPLE LENGTH (JAW-TO-JAW)(IN.)

(9) ATTACH EXTENSOMETER AND MEASURE GAGE LENGTH (IN.)

(10) CALCULATE 1% OF GAGE LENGTH (IN.)

(11) SET DIAL INDICATOR TO 1% OF GAGE LENGTH (12) INCREASE PRESSURE UNTIL DIAL INDICATOR SHOWS 0.000" EXTENSION. THIS IS THE 1% YIELD POINT LOAD (POUNDS)

(13) RECORD 1% YIELD LOAD (POUNDS)

(14) CALCULATE YIELD POINT PRESSURE (PSI)

(15) RECORD SAMPLE LENGTH (JAW-TO-JAW) AT 1% YIELD POINT (IN.)

(16) CALCULATE JAW-TO-JAW DISTANCE @ 3.5% ELONGATION (17) RECORD LOAD AT 3.5% ELONGATION (POUNDS)

(18) CALCULATE 3.5% ELONGATION PRESSURE (PSI)

(19) INCREASE LOAD UNTIL WIRE FAILS (20) RECORD LOAD AT WIRE FAILURE (POUNDS)

(21) CALCULATE FAILURE POINT PRESSURE (PSI)

(22) RECORD DISTANCE BETWEEN WIRE BREAK AND JAW (IN.)

GUTS: GUARANTEED ULTIMATE TENSILE STRENGTH OF ONE (1) STRAND = 41,300 POUNDS.

RECORDED BY DATE Examiner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE Supervisor, Design Engineering or designee REVIEWED BY DATE ANII ATTACHMENT 8 PAGE 1 OF 1

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 61 OF 80 ATTACHMENT 9 TENDON ANCHORAGES Type B (rxmfied wvedlance) Tendon Names of Parts:

1. Bearing Plate Type A (sOtaoTendon 2. Anchorhead

3. Anchorhead Shims

4. Tendon Strand

5. Petcock

6. Boxhead Capscrews

7. Tendon End Cap (Grease Cap)

8. 0-ring

9. Wedge Retainer Plate (only required for stressing operations)

10. Boxhead Capscrew FIGURE NO. 1 (only required for stressing operations)

11. Wedge ATTACHMENT 9 PAGE 1 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 62 OF 80 ATTACHMENT 9 TENDON ANCHORAGES DETAILS OF ANCHORAGES VSL VEDGE 9

ýSjm 0000

000 L

2 ASSEKI3_LY 00%000 0000000 00000000 00000000 000000 00 ANCFIC HEAD VSL VEDGE Names of Parts

1. Bearing Plate

2. Anchorhead

9. Wedge Retainer Plate

10. Box head Capscrew

11. Wedge FIGURE NO. 2 ATTACHMENT 9 PAGE 2 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 63 OF 80 ATTACHMENT 9 TENDON ANCHORAGES V_

___F__j I ..,, -, 47 13 (ý I ASSEMBLY CROSS-SECTION SECTION I-I Name of Parts

1. Bearing Plate 3. Anchorhead Shims

2. Anchorhead 15. Jack Chair Shims

13. Jack Chair 16. Shim Support Bolts

17. Hydraulic Ram FIGURE NO. 3 ATTACHMENT 9 PAGE 3 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 64 OF 80 ATTACHMENT 9 TENDON HEAD STRAND ORIENTATION TENDON No.

LOCATION I

ELEVATION TENDON HEAD ATTACHMENT 9 PAGE 4 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 65 OF 80 ATTACHMENT 10 LABORATORY TESTING OF SHEATHING FILLER MATERIAL 1.0 GENERAL This Attachment specifies the procedures which shall be used for laboratory testing of tendon sheathing filler, Visconorust 2090-P-4:

a. The amount of water soluble chlorides, nitrates and sulfides which are leached from a given contract area between water and sheathing filler under standard conditions.

b. The water content of the sheathing filler.

c. The reserve alkalinity of the sheathing filler as indicated by the Total Base Number (TBN).

These requirements do not relieve the testing laboratory of responsibility for conducting the necessary laboratory tests in a manner consistent with industry standards.

2.0 WORK INCLUDED Four, one-quart test samples (two from each tendon end) will be sent to the laboratory for testing in accordance with Section 3.0. The concentration of water soluble impurities and water in these samples is not expected to exceed the following:

2.1 Chlorides - 2 ppm 2.2 Nitrates - 4 ppm 2.3 Sulfides - 2 ppm 2.4 Water (H20) - 10% of dry weight A report meeting the requirements of Section 4.0 shall be submitted.

3.0 TEST DESCRIPTIONS Each sample of sheathing filler shall be made and tested as follows:

3.1 Water Soluble ImDurities A water extraction of each sample of sheathing filler shall be made and tested as follows:

ATTACHMENT 10 PAGE 1 OF 3

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 66 OF 80 ATTACHMENT 10 LABORATORY TESTING OF SHEATHING FILLER MATERIAL 3.0 TEST DESCRIPTIONS (Continued) 3.1.1 Using a spatula, coat the inside (bottom and sides) of a 1 liter glass beaker with a 1/4-inch layer of sheathing filler.

3.1.2 Fill beaker with distilled water at room temperature.

3.1.3 Heat the water to a controlled temperature of 100°F and maintain for four hours. Do not heat on a hot plate.

Heat either in an oven or by use of an immersion heater so that the water will remain clear for tests.

3.1.4 Run a blank on distilled water. If titrating, use a microburet, 1 ml or 5 ml, with 0.01 - 0.05 ml graduation intervals.

3.1.5 Decant water and analyze for soluble ions. Test only for salts in leached water. The water analysis shall be as follows:

3.1.6 Water-soluble chlorides (Cl) are determined in accordance with ASTM D512 with a limit of accuracy of 0.5 ppm.

3.1.7 Water-soluble nitrates (NO 3 ) are determined by the Water and Sewage Analysis Procedure of the Hach Chemical Company, Ames, Iowa, or by ASTM D992-78 Brucine Method with a limit of accuracy of 0.5 ppm.

3.1.8 Water-soluble sulfides (S) are determined in accordance with American Public Health Association (APHA) standards with a limit of accuracy of 1 ppm. The APHA 427 Standard methods (Methylene Blue procedure) or the Hach Chemical Company method are used.

3.2 Water Content Water content (H O) as percent of dry weight shall be determined in accordance with ASTM-D95.

3.3 Total Base Number (TBN)

Total Base Number shall be determined in accordance with ASTM-D974 (modified).

3.3.1 Place a 10 gram sample of sheathing grease in a 500 ML Erlenmeyer Flask.

ATTACHMENT 10 PAGE 2 OF 3

NUCLEAR ORGANIZA TION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 67 OF 80 ATTACHMENT 10 LABORATORY TESTING OF SHEATHING FILLER MATERIAL 3.0 TEST DESCRIPTIONS (Continued) 3.3.2 Add 10 cc Isopropyl Alcohol and 5 cc Toluene to the sample in the flask. Heat until sample goes into solution.

3.3.3 Add 90 cc of distilled water and 20 cc of IN Sulphuric acid (H SO4 ). Heat on a 100'C (212'F) steam bath for 30 minutes. Stir well.

3.3.4 Add a few drops of Phenolphthalein indicator.

3.3.5 Titrate with IN Sodium Hydroxide (NaOH) solution until the lower layer just turns pink.

3.3.6 The Total Base Number (TBN) expressed as milligrams of KOH per gram of sheathing grease shall be calculated as follows:

TBN = ((20) (Na) - (B) (Nb)) X 56.1 W

where N, = Normality of Sulphuric Acid (HSO4) solution Nb = Normality of Sodium Hydroxide (NaOH) solution B = Milliliters of Sodium Hydroxide (NaOH) solution used for titration W = weight of sample in grams NOTE: The actual values for N., Nb, B and W must be used.

4.0 REPORT The report shall contain the following information:

4.1 Sample identification.

4.2 Concentration of water soluble chlorides, nitrates and sulfides within an accuracy of 0.1 ppm.

4.3 Concentration of water (H20) within an accuracy of 0.1 percent of dry weight of filler.

4.4 Total Base Number within an accuracy of 0.01 mg reagent per gram of filler.

ATTACHMENT 10 PAGE 3 OF 3

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 68 OF 80 ATTACHMENT 11 RAM CALIBRATION PROCEDURE I. OBJECTIVE This appendix provides the instructions for calibration of the rams to the gauges to determine lift-off forces as required by Section 6.3. Accuracy for the calibration shall be within 1.5% of the specified ultimate tensile strength of the tendon (+/-34 KIPS).

II. PREREQUISITES

1. Test machine shall be a Baldwin - Universal tester or equal capable of generating 2,400,000 lbs. and shall be calibrated and traceable to the National Bureau of Standards.

2. Rams, pumps, gauges and other equipment shall be operable, free of defects and in calibration if applicable.

III. PRECAUTIONS See Section 4.0 of the procedure for ram operational precautions.

IV. PROCEDURE NOTES:(1) If target pressure on master gauge is exceeded, drop hydraulic ressure to approximately 200 psi below the target pressure efore re-attempting the reading.

(2) Record the ending extension for each run. If the change in ram extension exceeds 1/2", it is permissible to apply load from the test machine simultaneously to minimize the additional extension.

This note is primarily applicable to the 51/2" extension readings, since the maximum ram stroke is 6 inches.

(3) Do NOT exceed the ram maximum safe load of 8000 psi.

1. Connect hoses to ram and hydraulic pump.

2. Connect one 10 ft. hose to the ram gauge port and connect three hydraulic gauges on the other end.

3. Cycle the ram two times by fully extending and retracking the piston.

4. Position the ram in the testing machine.

5. Extend the ram piston 11/2 inches.

6. Lower the testing machine crosshead to the top of the piston, but not touching. Verify zero load on test machine and pressure gauges.

7. Load the testing machine using the hydraulic pump and ram. Record a reading at 1000 psi and at 500 psi increments up to the corresponding 1800 KIPS maximum hydraulic ram load on Attachment 11, page 3 of 4.

(Always read while advancing upwards while loading the hydraulic ram.)

8. Record the ending extension for the run.

ATTACHMENT 11 PAGE 1 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 69 OF 80 ATTACHMENT 11 RAM CALIBRATION PROCEDURE IV PROCEDURE (Continued)

9. Release load until the piston is clear.

10. Retract test machine head and extend the ram piston.to 3 inches and repeat steps 6 through 9.

11. Retract test machine head and extend the ram piston to 41/2 inches and repeat steps 6 through 9.

12. Retract test machine head and extend the ram piston to 51/2 inches and repeat steps 6 through 9.

13. Secure equipment in accordance with 6.3.1.2 and prepare for shipment to SONGS.

14. Average the pressures and loads for each pressure interval from all four (4) ram extensions. Record these val ues on Attachment 11 page 4 of 4.

15. Prepare load chart and/or compute a linear equation of force (KIPS) vs. pressure (KSI) for each gauge. (Make note of the standard error deviation.)

ATTACHMENT 11 PAGE 2 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 70 OF 80 ATTACHMENT 11 RAM4 CALIBRATION PROCEDURE Ram Calibration Report No. Ram No. Date Location Faci I i ty Test Machine Description Master Gauge Gauge #1 Gauge #2 Testing Machine ID# ID# ID# ID#

Pressure (Ksi) at Pressure (Ksi) at Pressure (Ksi) at Load (Kips) at All Ram Ram Extension: Ram Extension: Ram Extension:

Extensions 1-1/2" 3" 4-1/2" 5-1/2" 1-1/2" 3" 4-1/2" 5-1/2" 1-1/2" 3" 4-1/2" 5-1/2" 1.000 1.500 2.000 2.500 3.000 3.500 4.000 4.500 5.000 5.500 6.000 6.500 7.000 7.500 8.000 Ending Extension (in.)

Calibration PERFORMED BY: Testing Machine Operator WITNESSED BY:

ATTACHMENT 11 PAGE 3 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 71 OF 80 ATTACHMENT 11 RAM CALIBRATION PROCEDURE GAUGE # GAUGE # GAUGE # LOAD (KIPS)

KSI KSI KSI 1.000 1.500 2.000 2.500 3.000 3.500 4.000 4.500 5.000 5.500 6.000 6.500 7.000 7.500 8.000 EQUATION EQUATION Date SAN ONOFRE AVERAGED RAM Job No.

Originator RAM # CALIBRATION

SUMMARY

of Chk'd By CALIBRATION REPORT ATTACHMENT 11 PAGE 4 OF 4

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 72 OF 80 ATTACHMENT 12 HYDRAULIC RAM OPERATING AND MAINTENANCE INSTRUCTIONS A. To Operate at High Temperatures Check to see that all hydraulic fittings are tight and properly connected.

B. To Operate at Low Temperatures

1. Check to see that all hydraulic fittings are tight and properly connected.

2. Start the pump and run the ram in and out three or four times to warm the hydrau ic oil.

C. Out-of-Service Protection

1. The unit should be stored in a warm, dry place when not in use.

2. Make sure all hydraulic hose fittings are capped with proper caps.

3. Make sure the ram is retracted to the closed position.

4. Cover with a canvas cover. (Do not use Visqueen.)

D. Hydraulic Ram Maintenance

1. Check frequently to ensure that the hydraulic pressure fittings are in good condition at all times.

2. Check and clean all hydraulic connections when connecting hoses. Both the ram and hose fittings are spring loaded, and if not kept clean it will cause one fitting to not release when under pressure.

3. Never exceed 8,000 psi hydraulic pressure.

4. Always hoist with hoisting hooks. Never sling the ram.

E. Hydraulic Oil For high and low temperatures, use Enerpac HF Oil or equivalent. The oils should possess the following:

1. Wide temperature range: -50°F to +150 0 F.

2. Film protective lubricity.

3. Anti-rust, foaming and sludge additives.

The hydraulic oil should be stored indoors in an air-tight container. If the oil is allowed to become dirty or water is mixed with it, it will cause a pumping failure.

ATTACHMENT 12 PAGE 1 OF I

NUCLEAR ORGA NIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 73 OF 80 ATTACHMENT 13 CRITICAL CHARACTERISTICS FOR FILLER GREASE* AND O-RINGS I. CRITICAL CHARACTERISTICS FOR FILLER GREASE Material: Visconorust 209oP-4 Casing Filler - Nuclear Grade Manufacturer: Viscosity Oil Co.

600-H Joliet Road Willowbrook, IL 60521 (630)-850-4000 Physical Properties Tests Criteria

1. Lbs. per gallon (@ 60 0 F) 7.3 - 7.4

2. Specific Gravity (@ 60'F) ASTM D-1298 0.88 - 0.94

3. Congealing Point OF ASTM D-938 135°F MIN.

4. Flash Point OF ASTM D-92 420°F MIN.

5. VISCOSITY SUS @ 210°F ASTM D-88 150 - 300

6. Consistency ASTM D-937 170 - 200 (cone penetration @ 77 0 F)

ASTM D-974

7. Total Base No. (mgKOH/g) 35 MIN.

(modi fied)

8. Water Soluble Chlorides Ions ASTM D-512 2 ppm Max.

9. Water Soluble Nitrates Ions ASTM D-992 4 ppm Max.

10. Water Soluble Sulfides Ions APHA 427 2 ppm Max.

I. CRITICAL CHARACTERISTICS FOR O-RINGS Previously procured directly from VSL Corporation.

1. Dimension Check (Nominal). 14.875 inch diameter (Centerline) 0.750 inch thickness

2. Visually examine for flaws and cracks.

3. Material testing not required.

ATTACHMENT 13 PAGE 1 OF 1

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 74 OF 80 ATTACHMENT 14 ELONGATION MEASUREMENTS Tendon Number ELONGATION DATA (From Attachment 6):

Tendon End #1 Tendon End #2 (12) In (24a) In (12) In (24a) In (14a) In (24b) In (14a) In (24b) In (14b) In (24c) In (14b) In (24c) In (14c) In (26) In (14c) In (26) In (16) In (16) In A. INITIAL ELONGATION (%OF P.Ac.)

(Al) 100% = 12(1+2) - 16(1+2) = In (A2) 70% = 14a(1,Z)- 16(1,z) = In (A3) 35% = 14b( +- 16(1+2) = In (A4) 10% = 14c(,1,) - 16(1+2) = In B. FINAL ELONGATION (k OF PJAcK)

(B1) 100% = 26(1+2) - 16(1+2) -- In (B2) 70% = 24c (12) 16(1.,) = In (B3) 35% = 24b(1.2)- 16(12) : In (B4) 10% = 24a(1.2) 16(1+2) = In C. PERCENT CHANGE IN ELONGATION DATA (54 STRANDS RETENSIONED)

(CI) 100% = (Al-BI) / (AI) X 100%= %

(C2) 70% = (A2-B2) / (A2) X 100% = %

(C3) 35% = (A3-B3) / (A3) X 100% = %

(C4) 10% = (A4-B4) / (A4) X 100% = %

Notation Note: 12(1+2) = Data Item (12) from End #1 + Data Item (12) from End #2.

RECORDED BY DATE Examiner REVIEWED BY DATE Registered Professional Engineer APPROVED BY DATE DATE Supervisor, Design Engineering or designee REVIEWED BY DATE ANII ATTACHMENT 14 PAGE 1 OF 1

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 75 OF 80 ATTACHMENT 15 TENDON SURVEILLANCE BASES (Historical Information Previously included in LCS 3.6.100)

Containment structural integrity is demonstrated by:

a. Determining the lift off force of tendons selected in accordance with Attachment 1 of S023-XXIV-3.8 and comparing this force with the tolerance band values listed in Table I at the first year inspection. For subsequent inspections, for tendons and periodicities per Attachment 1, the upper tolerance band value for first year lift off forces shall be decreased by the amount Xl log t kips for U tendons, and YI log t kips for hoop tendons and the lower tolerance band value for lift off forces shall be decreased by the amount X2 log t for U tendons, and Y2 log t for hoop tendons where t is the time interval in years from initial tensioning of the tendon to the current testing date and the values Xl, X2, YI, and Y2 are in accordance with the values listed in Table 1 for the surveillance tendon. This test shall include essentially a complete detensioning of tendons selected in accordance with Attachment 1 in which the tendon is detensioned to determine if any wires or strands are broken or damaged.

Tendons found acceptable during this test shall be retensioned to obtain a lift off force equal to +0, -5% of the prescribed upper tolerance band value. During retensioning of these tendons, the change in the load and elongation shall be measured simultaneously at a minimum of three, approximately equally spaced, levels of force between the seating force and zero. If elongation corresponding to a specific load differs by more than.

10% from that recorded during installation of tendons, an investigation should be made to ensure that such difference is not related to wire failures or slip of wires in anchorages. If the lift off force of any one tendon in the total sample population lies between 95% of the prescribed lower tolerance band value, and 90% of the prescribed lower tolerance band value two tendons, one on each side of this tendon, shall be checked for their lift off force. If both of these adjacent tendons are found acceptable, the surveillance program may proceed considering the single deficiency as unique and acceptable. The tendon(s) shall be retensioned such that the lift off force is equal to 0, -5% of the prescribed upper tolerance band value. The following lift off force measurement results are considered to be evidence of abnormal degradation of the Containment structure:

1. The measured force in not more than one tendon is between 90% and 95%

of the predicted force, and

2. The measured forces in two tendons located adjacent to the tendon, where the lift off force is between 95% and 90% of the predicted force, are not less than 95% of the predicted forces, and

3. The measured forces in all the remaining sample tendons are not less than 95% of the predicted force, and

4. The average of all measured tendon forces, including those tendons added for additional lift off measurements, for each type of tendon is equal to or greater than the minimum required prestress specified at the anchorage for that type of tendon.

ATTACHMENT 15 PAGE I OF 6

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 76 OF 80 ATTACHMENT 15 TENDON SURVEILLANCE BASES

b. Performing tendon detensioning and material tests and inspections of a previously stressed tendon wire or strand from one tendon of each group (hoop and U), and determining over the entire length of the removed wire or strand that:

1. The tendon wires or strands are free of corrosion, cracks, and damage, and

2. A minimum tensile strength value of 270 ksi (guaranteed ultimate strength of the tendon material) for at least three wire or strand samples (one from each end and one at mid-length) cut from each removed wire or strand. Failure of any one of the wire or strand samples to meet the minimum tensile strength test is evidence of abnormal degradation of the Containment structure.

c. Performing visual inspections of the following:

1. Containment Surfaces - The structural integrity of the exposed accessible interior and exterior surfaces of the Containment shall be determined during the shutdown for, and prior to, each Type A Containment leakage rate test by a visual inspection of these surfaces and verifying no apparent changes in appearance or other abnormal degradation (e.g., widespread cracking, spalling and/or grease leakage).

2. End Anchorages - The structural integrity of the end anchorages (e.g.,

bearing plates, stressing washers, shims, wedges and anchorheads) of all tendons inspected pursuant to Attachment 1 shall be demonstrated by inspection that no apparent changes have occurred in the visual appearance of the end anchorage.

3. Concrete Surfaces - The structural integrity of the exposed concrete surfaces adjacent to the end anchorages of hoop tendons inspected pursuant to Attachment I shall be demonstrated by visual examination of the crack patterns to verify no abnormal material behavior.

d. Verifying the operability of the sheathing filler grease by the following:

1. No significant voids (greater than 10% of the net duct volume), or the presence of free water, within the grease filler material, taking into account temperature variations.

2. No significant changes have occurred in the physical appearance of the sheathing filler grease.

3. Complete grease coverage exists for the anchorage system.

4. Chemical properties are within the tolerance limits specified by the sheathing filler grease manufacturer.

The surveillance requirements for demonstrating the structural integrity of the Containment are in compliance with 10CFR5O.55a(b)(2)(viii) and ASME Section XI, Subsection IWL. The surveillance requirements are also in accordance with the recommendations of Revision 3 to Regulatory Guide 1.35, "Determining Prestressing Forces for Inspection of Prestressed Concrete Containments," July 1990; and Regulatory Guide 1.35.1, "Inservice Surveillance of Ungrouted Tendons in Pres tressed Concrete Containment Structures," July 1990..

ATTACHMENT 15 PAGE 2 OF 6

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 77 OF 80 ATTACHMENT 15 TENDON SURVEILLANCE BASES Table 1 Tendon Lift-Off Force Unit 2 - U Tendons First Year Tendon Number Ends Maximum (kips) Minimum (kips) xl X2 43-109 43 1634 1457 21.2 31.2 109 1604 1431 20.6 30.0 39 1625 1449 21.8 31.8 39-113 113 1601 1428 20.0 30.0 31 1574 1406 21.2 29.3 31-121 121 1586 1415 21.2 30.0 19-133 19 1644 1465 22.5 31.8 133 1593 1423 20.6 30.0 9-143 9 1618 1444 21.8 31.2 143 1598 1428 20.6 30.0 94 1560 1394 19.4 29.3 94-148 148 1570 1403 20.6 28.7 88 1588 1415 21.2 30.0 88-154 154 1568 1399 19.4 28.7 86 1567 1400 20.6 30.0 86-156 156 1568 1399 19.4 28.7 66 1577 1407 20.6 30.0 66-176 176 1579 1409 20.0 30.0 64 1560 1393 20.0 28.1 64-178 178 1582 1412 20.6 28.7 Note:

The surveillance tolerance bands above have been calculated in C-257-11 for the specific surveillance year and are included in Attachment 2.

ATTACHMENT 15 PAGE 3 OF 6

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 78 OF 80 ATTACHMENT 15 TENDON SURVEILLANCE BASES Table 1 (continued)

Tendon Lift-Off Force Unit 2 - Hoop Tendons Tendon First Year Number Buttress Maximum (kips) Minimum (kips) Y1 Y2 9 1528 1348 26.8 36.8 1502 1328 25.6 31.8 1569 1383 28.1 39.3 20 1527 1348 25.6 36.2 31 1443 1281 23.1 31.8 1502 1349 24.3 46.2 42 1577 1398 26.2 36.2 1549 1395 24.3 46.2 53 1597 1416 26.2 36.2 1564 1390 25.6 35.0 64 1607 1426 26.2 37.5 1570 1396 25.6 35.6 75 1553 1374 26.2 36.2 1525 1371 24.3 45.6 86 1600 1423 21.2 31.2 1527 1362 20.6 29.3 97 1563 1393 20.6 29.3 1546 1380 19.4 29.3 108 1626 1450 21.8 30.6 1587 1418 20.6 28.7 Note:

The surveillance tolerance bands above have been cal culated in C-257-11 for the specific surveillance year and are included in Attachment 2.

ATTACHMENT 15 PAGE 4 OF 6

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION I PAGE 79 OF 80 ATTACHMENT 15 TENDON SURVEILLANCE BASES Table I (continued)

Tendon Lift-Off Force Unit 3 - U Tendons Tendon First Year Number Ends Maximum (kips) Minimum (kips) xl X2 9-143 9 1651 1472 22.5 32.5 143 1633 1457 21.2 31.2 19-133 19 1651 1471 22.5 33.1 133 1634 1458 21.2 31.8 43-109 43 1640 1461 22.5 31.8 109 1634 1458 21.2 31.8 39-113 39 1639 1460 22.5 31.8 113 1633 1456 21.8 31.8 31-121 31 1623 1447 21.2 31.8 121 1638 1458 22.5 31.8 88-154 88 1596 1422 21.8 30.0 154 1625 1460 19.4 29.3 66-176 66 1602 1428 21.8 31.2 176 1590 1417 20.6 30.0 86-156 86 1595 1421 22.5 30.6 156 1589 1415 21.2 30.0 95-147 95 1626 1447 22.5 31.8 147 1613 1437 21.2 31.8 65-177 65 1571 1401 20.6 30.0 177 1580 1409 21.2 31.2 Note:

The surveillance tolerance bands above have been calculated in C-257-11 for the specific surveillance year and are included in Attachment 2.

ATTACHMENT 15 PAGE 5 OF 6

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8 UNITS 2 AND 3 REVISION 1 PAGE 80 OF 80 ATTACHMENT 15 TENDON SURVEILLANCE BASES Table I (continued)

Tendon Lift-Off Force Unit 3 - Hoop Tendons Tendon First Year Number Buttress Y1 Y2 Number Maximum (kiDs) Minimum (kips) 1564 1391 24.3 35.6 64 1623 1438 27.5 37.5 53 1602 1421 26.2 37.5 1610 1428 26.2 37.5 42 1589 1409 26.8 37.5 1582 1402 27.5 36.2 75 1576 1394 26.2 37.5 1548 1372 25.6 36.2 31 1498 1326 25.0 35.0 1579 1391 27.5 38.1 20 1582 1393 27.5 38.7 1539 1358 26.2 36.2 9 1486 1314 25.0 35.0 1513 1337 25.6 36.2 108 1603 1433 20.6 31.2 1624 1450 21.8 31.2 97 1551 1384 20.6 29.3 1599 1424 21.2 31.8 86 1533 1367 19.4 28.1 1592 1416 21.2 31.2 Note:

The surveillance tolerance bands above have been calculated in C-257-11 for the specific surveillance year and are included in Attachment 2.

ATTACHMENT 15 PAGE 6 OF 6

ATTACHMENT 3 NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 1 OF 19 UNITS 1, 2 AND 3 TCN 3-2 EFFECTIVE DATE MAINTENANCE RULE FOR STRUCTURES TABLE OF CONTENTS SECTION PAGE 1.0 OBJECTIVE 2

2.0 REFERENCES

2 3.0 PREREQUISITES 4 4.0 PRECAUTION(S) 4 5.0 CHECKLIST(S) 4 6.0 PROCEDURE 4 6.1 Responsibilities 4 6.2 Requirements 5 6.3 Affected Structures 5 6.4 Periodic Inspections 7 6.5 Evaluations 11 6.6 Goal-Setting and Corrective Actions 12 6.7 Documentation 13 7.0 RECORDS 15 ATTACHMENTS 16 1 Definitions 2 Inspection Plan Outline 17 3 Maintenance Rule Inspection Data Log Sheet (Initial Inspections) 18 4 Maintenance Rule Inspection Data Log Sheet (Subsequent Inspections) 19 REFERENCE USE 20-2 r3t2.wpd LEVEL 1 QA PROGRAM AFFECTING 50.59 DNA/72.48 DNA

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 2 OF 19 UNITS 1, 2 AND 3 TCN 3-2 MAINTENANCE RULE FOR STRUCTURES 1.0 OBJECTIVE 1.1 This procedure covers the process by which the Maintenance Rule (MR) for Structures program is implemented at San Onofre. The MR for Structures program complies with NRC requirements published in 10 CFR 50.65 and guidelines from Regulatory Guide 1.160.

1.1.1 The work performed under the program consists of periodic inspections of plant buildings to evaluate whether they are being effectively maintained such that they remain capable of performing their intended functions. If so, the program objectives are met by documenting the inspection findings and evaluations. Otherwise, the program further requires establishing goals for the structure and performing corrective actions as necessary to provide reasonable assurance that the affected structures are capable of fulfilling intended functions.

2.0 REFERENCES

2.1 NRC Commitments 2.1.1 10 CFR 50.65, Requirements for Monitoring the Effectiveness of Maintenance at Nuclear Power Plants 2.1.2 NUMARC 93-01, Industry Guideline for Monitoring the Effectiveness of Maintenance at Nuclear Power Plants 2.1.3 Regulatory Guide 1.160, "Monitoring the Effectiveness of Maintenance at Nuclear Power Plants," Revision 2, March 1997 2.1.4 NUREG-1522, Assessment of Inservice Conditions of Safety-Related Nuclear Plant Structures 2.2 Procedures 2.2.1 S0123-XX-1 ISS2, Action Request/Maintenance Order Initiation and Processing 2.2.2 S0123-XV-5.3, Maintenance Rule Program 2.2.3 S0123-XXIV-7.15, Preparation and Verification of Design Calculations

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 3 OF 19 UNITS 1, 2 AND 3 TCN 3-2 2.3 Codes and Standards NOTE: The complete list of design codes and standards applicable to SONGS 1 is given in Table 3.1-1 of the Unit 1 DSAR (Ref. 2.4.1). For SONGS 2 and 3, refer to Section 3.8.1.2 of the Units 2 and 3 UFSAR (Ref. 2.4.2), and DBD-S023-TR-CS, "Codes and Standards Topical DBD,"

(Ref. 2.4.3).

2.3.1 American Institute of Steel Construction (AISC), "Manual of Steel Construction, Allowable Stress Design" 2.3.2 American Concrete Institute (ACI), "Guide for Making a Condition Survey of Concrete in Service," ACI 201.1R 2.3.3 American Concrete Institute (ACI), "Building Code Requirements for Reinforced Concrete," ACI 318 2.3.4 American Concrete Institute (ACI), "Code Requirements for Nuclear Safety-Related Concrete Structures," ACI 349 2.3.5 American Welding Society (AWS), "Structural Welding Code,"

AWS D1.1 2.3.6 American Society of Mechanical Engineers (ASME), "Boiler and Pressure Vessel Code,"Section III and XI 2.3.7 American Concrete Institute (ACI), "Evaluation of Existing Nuclear Safety-Related Concrete Structures," ACI 349.3R 2.3.8 American Society of Civil Engineers (ASCE), "Guideline for Structural Condition Assessment of Existing Buildings,"

SEI/ASCE 11-99 2.4 Other 2.4.1 SONGS Unit 1 Defueled Safety Analysis Report (DSAR) 2.4.2 SONGS Units 2&3, Updated Final Safety Analysis Report 2.4.3 DBD-S023-TR-CS, Codes and Standards Topical DBD 2.4.4 Maintenance Rule Expert Panel Meeting Minutes for August 12 and 16, 1996, "Performance Criteria for Switchyard and Unit 1" 2.4.5 Calculation S-02-C-O01, Maintenance Rule Concrete Crack Inspection and Evaluation, Rev. 0

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 4 OF 19 UNITS 1, 2 AND 3 TCN 3-2 3.0 PREREQUISITES 3.1 Before using this document, verify the revision and any issued Temporary Change Notices (TCNs) and/or Editorial Corrections (ECs) are current by using one of the following methods:

3.1.1 Access the Nuclear Document Management System (NDMS)

(preferred method).

3.1.2 Check it against a Corporate Documentation Management (CDM) SONGS controlled copy and any issued TCNs/ECs.

3.1.3 Contact CDM-SONGS by telephone or through counter inquiry.

3.1.4 Obtain a user-controlled copy of this procedure from CDM-SONGS or NDMS.

3.2 Verify level of use requirements on first page of this document.

3.3 Qualification Requirements:

3.3.1 PQS T4EN50 is required for implementing the Maintenance Rule Program structures.

4.0 PRECAUTION(S) 4.1 None 5.0 CHECKLIST(S) 5.1 None 6.0 PROCEDURE 6.1 RESPONSIBILITIES 6.1.1 The Maintenance Rule program divisional areas of responsibilities are specified in Section 6.2 of S0123-XV-5.3, Maintenance Rule Program. The Design Engineering Organization (DE) is responsible for monitoring structures under Section 6.6 of the above procedure.

.1 The Manager, Systems Engineering is responsible for the MR Program.

.2 The First Line Supervisor (FLS), DE Nuclear/Mechanical, Mechanical Systems & Analysis is responsible for the coordination of the MR for Structures program.

.3 The DE Civil Responsible Engineer (Civil RE), who reports to the FLS, is responsible for preparing inspection plans, coordinating inspections, performing evaluations and preparing inspection reports.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 5 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.2 REQUIREMENTS 6.2.1 The quality and value of the examination results are dependent to an extent on the qualification and capabilities of the examination personnel. Therefore, the following shall be the minimum qualification requirements for the individuals responsible for the monitoring program:

.1 Inspection Personnel - The inspections shall be performed by personnel who are experienced in examining the conditions of structural elements and are knowledgeable about the plant. This may include the Civil REs, and Nuclear Oversight inspectors.

.2 Evaluation Personnel - The evaluations shall be performed by the Civil RE or designee who shall be degreed or a registered Civil Engineer and is familiar with the building and its systems, structures and components.

.3 PQS T4EN5D is required by the above personnel.

6.3 AFFECTED STRUCTURES 6.3.1 The safety related and nonsafety related structures required to be included in the Maintenance Rule Program scope are defined in Paragraph (b) of 10 CFR 50.65. In accordance with the methodology specified in Section 8.0 of NUMARC 93-01 "Industry Guideline for Monitoring the Effectiveness of Maintenance at Nuclear Power Plants," the following structures shall be covered under the SONGS MR Program:

.1 Units 2&3

.1.1 Containment Building (including bellows and tendons):

Primary functional requirements are to withstand the peak pressure resulting from a hypothetical failure of the Reactor Coolant System (RCS) or main steam system; provide radiological shielding; prevent the unmonitored leakage of airborne radioactive materials; and provide the support of nuclear steam supply system equipment.

.1.2 Intake Structure (including gates, offshore conduits and structures): Primary functional requirements are to provide the interface with the ultimate heat sink, and house the major components of the circulating water system and the saltwater cooling system.

.1.3 Auxiliary Building (Control, Radwaste and Penetration Areas): Primary functional requirements are to support various plant facilities and safety systems including the control room, decontamination, radioactive waste processing, the chemical and volume control system (CVCS),

and the containment structure purge air system.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 6 OF 19 UNITS 1, 2 AND 3 TCN 3-3 PG gof ID 6.3.1.1.4 Diesel Generator Building: Primary functional requirement is to house the two diesel generators with complete auxiliary equipment required to provide emergency power to the plant.

.1.5 Fuel Handling Building (including Spent Fuel Pools):

Primary functional requirement is to provide facilities for the safe handling, storage and shipment of new and spent fuel assemblies.

.1.6 Safety Equipment Building: Primary functional requirement is to house the safety-injection system, containment spray system, component cooling water system, shutdown cooling heat exchanger, and engineered safety features (ESF) electrical gallery.

.1.7 Turbine Building: Primary functional requirements are to maintain structural integrity to avoid adverse impact to safety-related systems in the Safety Equipment Building, Auxiliary Building and the Intake Structure.

.1.8 Condensate Storage and Refueling Water Tank Enclosure Building: Primary functional requirement is to house the condensate storage tanks, the refueling water storage tanks, the auxiliary feedwater pumps and the associated piping.

.1.9 Switchyard and Transformer Areas: Primary functional requirement is to provide plant with offsite power.

.1.10 Electrical and Piping Underground Galleries and Access Building: Primary functional requirement is to protect of safety-related piping and electrical cable routed between safety-related structures.

.1.11 Probable Maximum Flood (PMF) Control Structures: Primary functional requirement is to protect safety-related structures, systems and components (SSCs) from flooding.

.1.12 Makeup Demineralizer (West Berm): Primary functional requirement is to protect Unit 3 SSCs from flooding if demineralized water tanks were to rupture.

sOI23-XXIV-20 .2

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 7 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.4 PERIODIC INSPECTIONS 6.4.1 Each of the structures included within the scope of the MR for Structures program shall be periodically inspected.

The Civil REs shall conduct initial baseline inspections of their assigned structures to determine and document the baseline conditions.

6.4.2 The baseline conditions of structures shall be established to allow the discernment of changes to the material condition of structures.

6.4.3 Subsequent periodic inspections shall then be performed and the results documented to monitor the conditions of those structures. Changes in condition shall be trended and special inspections shall be performed as required to monitor any significant changes to the structure's material conditions which could affect its structural integrity.

6.4.4 Inspection Frequency - The inspection frequency for structures evaluated as acceptable shall be less than ten years. Adjustments shall be made to the inspection frequency considering the safety significance, condition, trend in condition, and environmental exposure of the structure.

.1 If the condition of a structure is degraded, adverse trends are present, or the structure is exposed to environmental degradation, the Civil RE shall consider more frequent inspections. For example, based on its past condition and exposure to salt water, the intake structure has been inspected every refueling outage.

.2 Inspection due dates shall be established following each evaluation of the structure and documented in inspection reports, as described in Section 6.5.

.3 In addition to scheduled inspections, supplemental inspections may be performed after any unusual events such as earthquakes.

6.4.5 Inspection Plan - Prior to each periodic inspection, the Civil RE shall prepare an inspection plan (see Attachment 2). The inspection plan shall include the scope of inspection, inspection methodology and the acceptance criteria used to inspect and evaluate the structure.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 8 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.4.5.1 Scope of Inspection - The scope of inspection shall include all structural elements, such as floors, walls, columns, beams, miscellaneous supports, platforms, etc.

The inspection is intended to assess the overall condition of structures, and need not require extensive condition documentation for every structural component.

Findings should be focused on components that have evidence of damage or degradation observed during the inspection.

.2 The inspection scope should be organized by room or area of the building. SCE Architectural drawings may be used for room and area designations. For those areas that can only be accessed with Maintenance department support (e.g., entry requires pulling a hatch plug), the inspection plan should discuss Maintenance Order (MO) planning. The following items shall be documented, as deemed applicable based on the engineering judgment of the Civil RE:

.2.1 Concrete - Spalling, cracking, delaminations, honey combs, water in-leakage, chemical leaching, peeling paint, or discoloration, exposed or corroded reinforcement bars.

NOTES: (1) Acceptable concrete crack widths are provided in Reference 2.4.5.

(2) Definitions of terms used to describe specific types of concrete degradation, with photographic examples, are given in Reference 2.3.2.

.2.2 Steel - Corrosion, peeling paint, beam/column/support deflection, vibration or damage, loose or missing anchors/fasteners, degraded base plates, missing or degraded grout under base plates, twisted beams, and cracked welds.

.2.3 Settlement - Excessive total or differential settlement.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 9 OF 19 UNITS 1, 2 AND 3 TCN 3-3 PG/bof IC 6.4.5.2.4 Miscellaneous

" Masonry walls (cracks in joints, deteriorated penetrations, missing or broken blocks)

" Floors, floor hatches, covers, and seals.

" Roof systems (structural integrity of support system, deteriorated penetrations, i.e., drains, ventilations, etc., barrier integrity, signs of water infiltration, cracks, flashing degradation and expansion joint condition)

" Siding, plaster walls, drywalls (structural integrity, cracks, holes, corrosion and visible damage)

" Windows/doors (missing panes, cracks, deteriorated glazing, broken or cracked frames, missing or damaged hardware, and seal integrity)

" Earthen structures/dams (erosion, settlement, slope stability, seepage, drainage systems, integrity of rip rap, and environmental conditions, i.e., storms, floods, etc.)

" Containment prestressing tendons (degradation of grease caps and anchor heads)

Water (accumulation, seepage or leakage)

" Paint coatings (peeling, flaking or corrosion),

especially inside the Containment Structure due to concern for the blockage of containment emergency sump screens during recirculation

Equipment supports and anchorages (structural integrity of support system, degraded grout, missing/loose fasteners, cracked welds)

" Seismic gaps (insufficient space for structural movement during a seismic event due to inclusion of foreign objects or debris, deteriorated elastomers)

.3 The inspection scope listed above is not intended to be all inclusive. The scope shall vary depending on the structure being inspected. The Civil RE shall inspect all relevant structures within the building for signs of degradation and abnormal conditions that may warrant monitoring or remedial action.

S0123-XXIV-20 .2

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 10 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.4.5.4 Inspection Methodology - The primary inspection and monitoring method shall be visual examination of the accessible areas to assess the conditions of the affected structures. Other non-destructive examination methods may be employed when deemed necessary. The degree of examination shall depend on many factors including the age of the structure, environmental conditions, Accessibility and service requirements.

.4.1 The inspection plan shall identify all existing site surveillance and preventive maintenance programs used to supplement the MR for Structures program. These site programs may be credited to satisfy the applicable monitoring requirements of the Maintenance Rule program and should be reviewed and revised as necessary to meet the requirements of the Maintenance Rule. Such control could be the utilization of existing site preventive maintenance programs (plant walkdowns, site surveillance, inspection programs, etc.) that are currently in place.

.5 Acceptance Criteria - The acceptance criteria for the structure shall be included in the inspection plan.

Acceptance criteria shall be based on the applicable codes and standards specified in Section 2.3, structural calculations, or on the sound judgment of the Civil RE.

As a minimum, structures and their elements shall meet the design basis requirements of the UFSAR or DSAR, as applicable; i.e., they must be able to function as designed for all relevant load combinations.

.5.1 In addition, the inspection plan should describe how industry operating experience data, if any, shall be used to assess potentially applicable conditions in the building.

6.4.6 Performingi Inspections

.1 Findings and observations obtained from the inspections shall be documented on Inspection Data Log Sheets (see Attachments 2 and 3) as described in Section 6.7.1.

.1.1 Inaccessible Areas - Some structures may be inaccessible due to radiation or obstructions. Site specific characteristics, industry experience data or testing history of features under similar conditions may aid in the examination. In addition, accessible areas subject to similar conditions (material, environment, etc.) may be evaluated in lieu of inaccessible areas. Whenever inaccessible areas are excavated, exposed or modified, an inspection should be performed. The Inspector shall note on the inspection data log sheet when areas are found to be inaccessible.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 11 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.4.6.1.2 Nonconforming Conditions - An Action Request (AR) shall be prepared at the time of discovery for all conditions meeting the criteria for an AR as described in S0123-XX-1 ISS2, Action Request/Maintenance Order Initiation and Processing. The AR shall be used to document the conditions including any evaluation, operability assessment, and proposed corrective action.

Implementation of corrective actions should be tracked in the Maintenance Rule quarterly report. Remedial actions for restoring and maintaining the structural integrity of the structure may include issuing Repetitive Maintenance Orders (RMOs) for those conditions requiring preventive maintenance or periodic inspections.

.1.3 Minor Degradations - ARs are not required for minor degradations. If the Civil RE recommends maintenance for a minor degradation, an AR should be prepared prior to approval of the inspection report to initiate and track work performed.

6.5 EVALUATIONS 6.5.1 Following each periodic inspection, the Civil RE shall utilize and evaluate the results obtained from the inspection and other site programs to determine the acceptability of the structure, to perform cause determinations for degraded conditions and to recommend corrective actions, where appropriate. Evaluations shall be documented in an inspection report, as described in Section 6.7.

.1 Use of Existing Proqrams - When existing site programs are credited for the inspection requirements of the Maintenance Rule, the program results (i.e., ARs or reports) shall be reviewed and evaluated for trends and applicability to the Maintenance Rule program. The results of this review shall be documented in the inspection report.

.2 Inaccessible Areas - Justification for bypassing inaccessible areas shall be provided in the inspection report.

.3 Evaluation Results - The evaluation should result in a determination as to whether a structure is acceptable or unacceptable. The Civil RE shall determine when conditions warrant trending, cause determination and any necessary corrective action. In addition, the inspection report shall specify a due date for the next periodic inspection.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 12 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.5.1.4 Data Trending - The results and findings obtained from periodic inspections shall be compared with the established baseline conditions in the inspection report.

Inspection reports shall note any changes in the material conditions since the previous inspection.

.5 Cause and Corrective Action - The inspection report shall include evaluations of cause and corrective actions, as described in Section 6.6, when required.

6.6 GOAL-SETTING AND CORRECTIVE ACTIONS 6.6.1 Per Paragraph (a)(2) of the Maintenance Rule, 10 CFR 50.65, goal-setting and corrective actions are not required where it has been demonstrated that the performance or condition of the structure is being effectively maintained such that it remains capable of performing its intended function. That is, if evaluations conclude that the structure is acceptable, the requirements of the Maintenance Rule are met by performing and documenting the periodic inspections and evaluations.

6.6.2 The Civil RE shall perform a cause determination when deficiencies exceed acceptance criteria or failures are identified. A cause determination may also be performed when deficiencies are discovered, but the structure is within the acceptance criteria.

6.6.3 Goal setting as required by 10 CFR 50.65 shall be instituted in accordance with procedure S0123-XV-5.3 (Maintenance Rule Program) when a structure is determined to be unacceptable. The goals and corrective actions should be effective in restoring and maintaining the acceptable condition of the structure. Actions for nonconforming conditions are discussed in Section 6.4.6.1.2. Systems Engineering shall be notified when a structure requires goal setting.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 13 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.7 DOCUMENTATION 6.7.1 Inspection Documentation

.1 Initial (Baseline) Inspections - The Civil RE shall document all findings and results obtained from the initial baseline inspection to establish the baseline condition for the structure inspected. See Attachment 3 for recommended format of Inspection Data Log Sheets to be used in baseline inspections.

.2 Subsequent Periodic Inspections - The Civil RE shall document all findings and results obtained from subsequent periodic inspections to monitor and trend the condition of the structure inspected. See Attachment 4 for recommended format of Inspection Data Log Sheets to be used in subsequent periodic inspections.

.3 Supplemental Inspections - The inspection report may require supplemental inspections to trend the condition of specific components more frequently than the rest of the structure. Supplemental inspections may also be performed after any unusual events, such as earthquakes, or when initiated by plant procedures (Abnormal Operating Instructions, Action Requests, etc.). When inspections of specific conditions are conducted more frequently than the normal inspection intervals, the most recent inspection report shall be updated with the results of the supplemental inspection.

.4 Inspection Data Log Sheets - The Inspection Data Log Sheets utilized to document the walkdown observations and findings should contain, the following information:

.4.1 Name of Inspector and Date of Walkdown - The name of the Inspector and date of the walkdown shall be entered into the Data Log Sheet.

.4.2 Unit No., Building Name and Elevation - The unit number, name and elevation of the building inspected shall be entered into the Data Log Sheet, e.g., Unit 2/3, Auxiliary Building, Elevation 50'-0".

.4.3 Building Area/ Room Number and Drawing No(s). - The building area or room number of the structure inspected shall be denoted in the Data Log Sheet. The applicable drawing number(s) of the structure inspected shall also be entered on the Log Sheet. An example would be Control Area, Room 306E, Drawing 10102.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 14 OF 19 UNITS 1, 2 AND 3 TCN 3-2 6.7.1.4.4 Type/Location of Degraded Item, if any, including any applicable Equip/Comp ID No. - If no nonconformances or degraded items are observed in the building area/room, the Inspector shall note as such on the Data Log Sheet.

If a degraded item is found, the Inspector shall describe the type and location of the degraded item on the Log Sheet, e.g., concrete floor slab, elevation 50'-0", 8'-6" south of column line 18.4 and 3'-5" east of column line N.

.4.5 Nature and Description (including any measurements) of degradation/deterioration - The Inspector shall describe the nature and extent of the degraded item, and quantify the defect if possible, e.g., spalled concrete, 12" diameter and approximately 1-1/2" deep, no exposed rebar.

.4.6 Photographs or Sketches of Degraded Item - If photographs or sketches would be helpful in documenting or monitoring the affected item, the Inspector should include them in the inspection report and note on the Data Log Sheet.

.4.7 Trend Evaluation, Comments and Remarks, including any applicable AR No., MO No., etc. - The Inspector shall list any applicable remarks or comments for the area/room inspected including comparison of condition with baseline condition and listing any ARs or MOs associated with any nonconforming item. This entry may be completed following the inspection.

.4.8 Conclusions - Based on the inspection data obtained and acceptance criteria from the inspection plan, the Inspector shall determine the acceptability of the structure, and recommend any follow-up actions required (repairs, further inspections, monitoring, goal setting, etc.). This entry may be completed following the inspection.

6.7.2 Evaluation Documentation

.1 Inspection reports shall be prepared, reviewed and approved according to the requirements of S0123-XXIV-7.15. The inspection report should include the inspection plan, the inspection data, documentation of evaluations and results.

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 15 OF 19 UNITS 1, 2 AND 3 TCN 3-2 7.0 RECORDS 7.1 The Civil RE shall submit original records of the inspection report to CDM-SONGS no later than ninety (90) days after the inspection due date. CDM-SONGS shall maintain the records for the operational life of the plant.

7.2 The Civil RE shall transmit a copy of the approved inspection report to Systems Engineering - Maintenance Rule.

7.3 DE Nuclear/Mechanical, Mechanical Systems & Analysis, should maintain electronic file copies of the most recent inspection report, including the inspection plan and inspection data log sheets, pertaining to each structure covered under the MR for Structures program.

20-2 r3t2.wpd

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 16 OF 19 UNITS 1, 2 AND 3 TCN 3-2 ATTACHMENT I DEFINITIONS

" Acceptable Structures - Acceptable structures are capable of meeting their design bases, including the protection and support of maintenance rule systems and components. Acceptable structures have no degradation or may have minor degradation that is not detrimental to the structure meeting its design basis.

" Civil RE - Civil Engineer in DE or any other technically qualified person designated by the DE Mechanical Systems & Analysis FLS as the individual responsible for preparing an inspection report for a specific building.

" Degraded - Any condition which exhibits signs of deterioration or abnormality, e.g., corrosion, cracks, spalled concrete, bent beams, loose or missing bolts, leakage, etc.

Minor Degradation - Any degraded condition that does not affect the structure's ability to meet its design basis, and if the degraded condition were allowed to continue uncorrected until the next normally scheduled inspection, the structure would still meet its design basis.

" Structure - Includes buildings (concrete walls, floors, ceilings),

framing (steel girders, beams, platforms, bracing and columns), supports (HVAC, electrical raceway, piping, equipment) and connections (bolts, welds, base plates, embed plates), equipment mounting pads and skids, doors, cranes, etc.

" Unacceptable Structures - Unacceptable structures are those which are damaged or degraded such that they may not be capable of meeting their design bases, or have significant degradation which could deteriorate such that the structure may not meet its design basis, if not corrected prior to the next normally scheduled inspection.

ATTACHMENT I PAGE I OF I

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 17 OF 19 UNITS 1, 2 AND 3 TCN 3-2 ATTACHMENT 2 INSPECTION PLAN OUTLINE

1. SCOPE OF INSPECTION Instructions: Since each structure is unique, describe the scope of the inspection and include a listing of all areas, floors and/or rooms to be inspected. Include appropriate reference drawing numbers showing the affected areas of the building as necessary. For any inaccessible areas, describe the reason why they are not accessible for inspection and provide justification for bypassing them.

Take credit for and reference any existing site preventive maintenance/surveillance programs.

LOG ITEM NO. ELEVATION ROOM/AREA DRAWING DESCRIPTION REMARKS NO.

2. METHODOLOGY Instructions: Describe the manner in which the inspection work shall be performed, i.e., floor by floor, from bottom up, etc.

Indicate all method(s) which shall be utilized for the inspection, e.g., visual, NDE examination, etc.

Inspection Methods Utilized: (check as applicable)

VISUAL NDE/UT OTHER (specify)

3. ACCEPTANCE CRITERIA Instructions: Describe the design bases, applicable codes and standards, and any specific criteria to be applied during inspections/evaluations to determine acceptability of the structure.

ATTACHMENT 2 PAGE 1 OF I

NUCLEAR ORGANIZATION DE PROCEDURE S0123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 18 OF 19 UNITS 1, 2 AND 3 ATTACHMENT 3 TCN 3-2 MAINTENANCE RULE INSPECTION DATA LOG SHEET (Initial Inspections)

LOG SHEET NO.:

INSPECTOR NAME: INSPECTION DATE:

UNIT: BUILDING: ELEVATION:

DEGRADED TYPE AND LOC. NATURE & DESC. OF PHOTO/

ITEM BLDG. AREA! DWG. ITEM? OF DEGRADED DEGRADED ITEM SKETCH? COMMENTS & REMARKS NO. ROOM NO. NO. (Y/N)* ITEM (Y/N) CONCLUSIONS If NO, stop here and proceed to the next area. If YES, indicate if condition is baseline under Comments & Remarks for data trending.

ATTACHMENT 3 PAGE 1 OF 1

NUCLEAR ORGANIZATION DE PROCEDURE SO123-XXIV-20.2 DESIGN ENGINEERING REVISION 3 PAGE 19 OF 19 UNITS 1, 2 AND 3 ATTACHMENT 4 TCN 3-2 MAINTENANCE RULE INSPECTION DATA LOG SHEET (Subsequent Inspections)

ITEM NO.: UNIT: BUILDING: ROOM/AREA:

ELEVATION: REFERENCE DRAWINGS:

INSPECT. DEGRADED PHOTO/

NO. AND ITEM? TYPE AND LOCATION DESCRIPTION SKETCH? TREND EVALUATION DATES INSPECTOR (Y/N)* OF DEGRADED ITEM OF DEGRADED ITEM (Y/N) AND COMMENTS CONCLUSIONS 1

2 3

4 If NO, stop here. If YES, complete remaining fields.

ATTACHMENT 4 PAGE 1 OF I

ATTACHMENT 4 NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE I OF 12 EFFECTIVE DATE OCT 01 2001 VISUAL EXAMINATION OF CONTAINMENT CONCRETE SURFACES TABLE OF CONTENTS SECTION PAGE 1.0 OBJECTIVES 2

2.0 REFERENCES

2 3.0 PREREQUISITES 3 wEGwMVDCM 4.0 PRECAUTION 4 5.0 CHECKLIST OCT 0 12001 4

6.0 PROCEDURE SWEFILECOPY 4 7.0 ACCEPTANCE CRITERIA 7 8.0 RECORDS 8 ATTACHMENTS 1 Containment Concrete Visual Examination Summary Sheet 9 2 Concrete Surface Visual Examination Report Form 11 3 Plan and Schedule 12 REFERENCE USE R:\XXIV\SO?3\3-8-1\3-8-1R0.WPD QA PROGRAM AFFECTING 50.59 DNA

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 2 OF 12 VISUAL EXAMINATION OF CONTAINMENT CONCRETE SURFACES 1.0 OBJECTIVES 1.1 To evaluate the structural integrity of the Containment concrete shell.

1.2 To perform visual examinations of Containment concrete surfaces are to be performed in accordance with the requirements of:

1.2.1 ASME Code Section XI, 1992 Edition, 1992 Addenda of Subsection IWL (Reference 2.3.2).

1.2.2 All applicable references listed in Section 2.0.

1.3 To ensure that the Containment concrete shell is maintained in accordance with design requirements.

2.0 REFERENCES

2.1 NRC Commitments 2.1.1 Code of Federal Regulations, Title 10 - Energy, Part 50.55a, Codes and Standards (10CFR50.55a), amended by USNRC Final Rule dated August 8, 1996 and September 22, 1999 2.1.2 Units 2/3 Final Safety Analysis Report (FSAR),

Section 3.8 2.1.3 Units 2/3 Technical Specification (TS) 3.6.1 and LCS 5-0.103.2.5 2.1.4 Topical Quality Assurance Manual (TQAM), Chapter 7 2.2 Procedures 2.2.1 S023-XXIV-3.8, Containment Structural Integrity Surveillance 2.2.2 S0123-XX-1 ISS2, Action Request/Maintenance Order Initiating and Processing 2.2,3 S0123-XXIV-20.2, Maintenance Rule for Structures

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 3 OF 12 2.3 Other 2.3.1 ASME Section III, Division 2, Code for Concrete Reactor Vessels and Containments, 1992 Edition and Addenda 2.3.2 ASME Code Section XI, 1992 Edition, 1992 Addenda of Subsections IWA and IWL 2.3.3 ANSI/ASNT CP-189-1991, "Standard for Qualification and Certification of Nondestructive Testing Personnel" 2.3.4 ISI Program documents 90063 (Unit 2) and 90064 (Unit 3) 2.3.5 ASNT Recommended Practice No. SNT-TC-1A, "Personnel Qualification and Certification in Nondestructive Testing" 2.3.6 American Concrete Institute (ACI) 201.IR-68, "Guide for Making a Condition Survey of Concrete in Service" 2.3.7 American Concrete Institute (ACI) 349.3R-96, "Evaluation of Existing Nuclear Safety-Related Concrete Structures" 2.3.8 Calculation No. C-257-02.03, Containment Shell Design -

Shell Wall 2.3.9 Memorandum For File, by Torrey Yee, dated March 30, 1998, "Concrete Acceptance Criteria for Containment.San Onofre Nuclear Generating Station, Units 2 and 3" 3.0 PREREQUISITES 3.1 Before using this document, verify the revision and any issued Temporary Change Notices (TCNs) and/or Editorial Corrections (ECs) are current by using one of the following methods:

3.1.1 Access the Nuclear Document Management System (NDMS)

(preferred method).

3.1.2 Check it against a Corporate Documentation Management-SONGS (CDM-SONGS) controlled copy and any issued TCNs/ECs.

3.1.3 Contact CDM-SONGS by telephone or through counter inquiry.

3.1.4 Obtain a user-controlled copy of this procedure from CDM-SONGS or NDMS.

3.2 Personnel performing this surveillance shall be qualified and certified in accordance with ASME Code Section XI, Reference 2.3.2, which references ANSI/ASNT CP-189-1991 (Reference 2.3.3).

3.2.1 Certifications based on SNT-TC-IA (Reference 2.3.4) are valid until recertification is required.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 4 OF 12 3.2.2 The work shall be performed under the direction of the Responsible Engineer, a Registered Professional Civil or Structural Engineer experienced in evaluating the inservice condition of structural concrete.

4.0 PRECAUTION 4.1 Contact Health Physics prior to climbing to the top of the plant vent stack.

5.0 CHECKLIST 5.1 Attachment 1 shall be used to record and document all examinations.

6.0 PROCEDURE NOTE: All ASME code categories and item numbers satisfied by this procedure are listed in parenthesis next to the applicable sections.

6.1 Surveillance Requirements 6.1.1 The Containment concrete shell shall be visually inspected in accordance with this procedure.

6.1.2 The examinations shall commence not more than one (1) year prior to the specified dates and shall be completed not more than one (1) year after such dates.

.1 The plans and schedules for performance of this surveillance are contained in Attachment 3.

6.1.3 The visual examiners shall be certified to the VT-IC and VT-3C requirements specified in Reference 2.3.2. Limited certification may be used for examiners limited to concrete.

6.1.4 VT-3C visual examinations are conducted to determine the general structural condition of concrete surfaces of containments by identifying areas of concrete deterioration and distress, such as defined in ACI 201.1R-68 (Reference 2.3.6).

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 5 OF 12 6.1.4.1 The minimum illumination, maximum direct examination distance, and maximum procedure demonstration lower case character height shall be as specified in Reference 2.3.2 for VT-3C visual examination. (See Figure 1)

FIGURE 1 TABLE IWA-2210-1 VISUAL EXAMINATIONS Maximum Procedure Visual Minimum Maximum Direct Demonstration Lower Case Examination Illumination, fc Examination Distance, ft Character Height., in VT-I 50 2 0.044 VT-3 50 4 0.105 6.1.4.2 When the VT-3C examination is performed remotely, the maximum direct examination distance of 4 feet may be extended and the minimum illumination of 50 fc may be decreased.

.3 The remote visual exam should be demonstrated at the chosen distance and illumination to be capable of detecting the conditions or indications for which the visual examination is performed.

6.1.5 Selected areas, such as those that indicate suspect conditions, shall receive a VT-IC examination in accordance with step 6.1.6.

6.1.6 VT-IC visual examinations are conducted to determine concrete deterioration and distress for suspect areas detected by VT-3C.

.1 Minimum illumination, maximum direct examination distance, and maximum procedure demonstration lower case character height shall be as specified in Reference 2.3.2 for VT-i visual examination. (See Figure 1) 6.1.7 Portions of the concrete surfaces that are covered by the liner, foundation material, or backfill or are otherwise obstructed by adjacent structures, component, parts or appurtenances, are exempt from these visual examination requirements.

6.1.8 The Containment concrete examinations performed in this procedure may be used to satisfy the monitoring requirements of the Maintenance Rule Program for structures per S0123-XXIV-20.2 (Reference 2.2.3).

.1 The evaluation of the Containment's condition and its applicability to the Maintenance Rule Program will be determined in the Action Request process.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 6 OF 12 6.2 Visual Examinations (Examination Category L-A, Item No. L1.10.

L1.11, and L1.12) 6.2.1 The examination shall be performed by, or under the direction of, the Responsible Engineer on the components listed in Attachment 1, and verified by the ALII.

6.2.2 Visual examinations may be performed from floors, roofs, platforms, walkways, ladders, ground surface, or other permanent vantage points, unless temporary close-in access is required to assess suspect conditions.

NOTE: Some examples of degradation mechanisms associated with concrete containments include degradation of dome concrete due to freeze-thaw cycles, and alkali-carbonate reactions; cracking of anchorage concrete; sailing and leaching of concrete; and grease intrusion from tendon ducts.

6.2.3 Concrete surface areas, including coated areas, except those exempted by step 6.1.7, shall be VT-3C visual examined for evidence of conditions indicative of damage or degradation, such as defined in ACI 201.IR-68.

6.2.4 Selected areas, such as those that indicate suspect conditions, shall receive a VT-IC examination in accordance with step 6.1.6. Use Attachment 2 to record the following suspect conditions:

.1 Crack widths between .013 in. and .040 in. shall be noted as existing. Crack widths greater than .040 in. shall be recorded with the measured length, location and frequency.

.2 Leaching, exudation, stalactites, and laitance.

.3 Medium or severe scaling.

.4 Spalls greater than 1 in. in any dimension. Popouts and bugholes greater than I in. in diameter.

.5 Concrete deterioration by abrasion damage, blistering, cavitation damage, corrosion, impact and delamination.

.6 Rust stains from reinforcement corrosion & efflorescence.

.7 Exposed reinforcement.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 7 OF 12 7.0 ACCEPTANCE CRITERIA 7.1 The condition of the concrete surface is acceptable if the Responsible Engineer determines that there is no evidence of damage or degradation sufficient to warrant further evaluation or repair.

The following conditions are acceptable and do not need an evaluation:

7.1.1 Crack widths .013 in. or less.

7.1.2 Light scaling.

7.1.3 Spalls, Popouts and bugholes 1 in. in diameter or less.

7.2 Suspect conditions recorded per Sections 6.2.3 and 6.2.4 shall be evaluated for acceptability by the Responsible Engineer.

7.2.1 The evaluation shall include considerations for the design requirements specified in References 2.1.2, 2.3.7, and 2.3.8, and Items 7.2.2.1 to 7.2.2.5.

7.2.2 The evaluation and conclusions shall be included in the Final Report of Section 8.2.

.1 The cause of the condition which does not meet the acceptance standards.

.2 The acceptability of the concrete containment without repair of the item.

.3 Whether or not repair or replacement is required.

.4 If required, the extent, method, and completion date for the repair or replacement.

.5 Extent, nature, and frequency of additional examinations.

7.3 The acceptability of inaccessible areas shall be evaluated when conditions in accessible areas could indicate the presence of degradation in the inaccessible areas.

7.3.1 For each inaccessible area identified with degradation, the following items shall be included in the Final Report and the ISI Summary Report:

.1 A description of the type and estimated extent of degradation, and the conditions that led to the degradation.

.2 An evaluation of each area, and the result of the evaluation.

.3 A description of necessary corrective actions.

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 8 OF 12 8.0 RECORDS 8.1 All data records and documents generated during the performance of this procedure shall be reviewed and approved by the Design Engineering (DE) Supervisor or designee.

8.1.1 If a contractor was used to perform this examination, then the contractor shall submit his final report of the examination to DE for review within 30 days of completion of work activities.

8.1.2 Items that do not meet the acceptance criteria of Section 7.1 shall be documented in accordance with, S0123-XX-1 ISS2, "Action Request/Maintenance Order Initiation and Processing", (Reference 2.2.2).

8.2 A Final Report shall be prepared by, or under the direction of, a Registered Professional Civil Engineer.

8.2.1 The final report shall then be reviewed and approved by a Registered Professional Civil Engineer by placing his stamp on the front of the report.

8.2.2 The final report shall be reviewed by the ANII.

8.2.3 The final report shall be reviewed and approved by the DE Supervisor or designee.

8.3 The final report and all documents generated during performance of this procedure shall be filed in CDM-SONGS.

3-8-1RO.WPD

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 9 OF 12 ATTACHMENT I CONTAINMENT CONCRETE VISUAL EXAMINATION

SUMMARY

SHEET Unit: Inspection Date: Sheet:

ASME Examination Category: L-A, Concrete Surface; Item No. L1.10, L1.11 and L1.12 ISI ID & EXAMINATION AREA ELEVATION DEGRADATION REMARKS (3) EXAMINATION AREA NO. DESCRIPTION YES/NO (2) REPORT FORM (4)

A-I Basemat -13.5' to 15' Bi-I Buttress No. 1 15' to 30' B1-2 Buttress No. 1 30' to 70' BI-3 Buttress No. 1 70' to 112' B12-1 Buttress No. I to No. 2 15' to 30' B12-2 Buttress No. 1 to No. 2 30' to 70' B12-3 Buttress No. 1 to No. 2 70' to 112' B2-1 Buttress No. 2 15' to 30' B2-2 Buttress No. 2 30' to 70' B2-3 Buttress No. 2 70' to 112' B23-1 Buttress No. 2 to No. 3 15' to 30' B23-2 Buttress No. 2 to No. 3 30' to 70' B23-3 Buttress No. 2 to No. 3 70' to 112' B3-1 Buttress No. 3 15' to 30' B3-2 Buttress No. 3 30' to 70' ATTACHMENT 1 PAGE 1 OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 10 OF 12 ATTACHMENT I CONTAINMENT CONCRETE VISUAL EXAMINATION

SUMMARY

SHEET (Continued)

Unit: Inspection Date: Sheet:

ASME Examination Category: L-A, Concrete Surface; Item No. L1.1O, L1.11 and L1.12 ISI ID & EXAMINATION AREA ELEVATION DEGRADATION REMARKS (3) EXAMINATION AREA NO. DESCRIPTION YES/NO (2) REPORT FORM (4)

B3-3 Buttress No. 3 70' to 112' B31-1 Buttress No. 3 to No. 1 15' to 30' B31-2 Buttress No. 3 to No. 1 30' to 70' B31-3 Buttress No. 3 to No. 1 70' to 112' D1-1 Dome 112' to 152' D2-1 Dome 152' to 191' Notes: 1. Fabrication ID numbers are not applicable to the concrete structure and are not noted.

2. Indicate in "Degradation" column whether suspect conditions were observed.

3. Indicate in "Remarks" column whether examination areas are inaccessible. Other observations may also be noted.

4. Indicate in "Examination Report Form" column the sheet numbers of applicable forms that were recorded.

RECORDED BY:

Examiner Date REVIEWED BY:

Responsible Engineer Date REVIEWED BY:

ANII Date APPROVED BY:

DE Supervisor or designee Date 3-8-1RO.WPD ATTACHMENT 1 PAGE 2 OF 2

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 11 OF 12 ATTACHMENT 2 CONCRETE SURFACE VISUAL EXAMINATION REPORT FORM Sheet EXAMINER'S NAME AREA _______ _

Instructions:

1. Indicate on the sketch below the location, orientation and extent of any observed indication(s). Use additional sheets and sketches where necessary. Number each indication and Identify in Section B.

2. List the visual aids/tools utilized to perform the examination.

A. Sketch El evation E

FN Elevation Visual Examination Type: (Circle One) VT-IC VT-3C B. Indications C. Tools/Aids Notes:

RECORDED BY:

Examiner Date REVIEWED BY:

Responsible Engineer Date REVIEWED BY:

ANII Date APPROVED BY:

DE Supervisor or designee Date 3-8-1RO.WPD ATTACHMENT 2 PAGE 1 OF I

NUCLEAR ORGANIZATION DESIGN ENGINEERING PROCEDURE S023-XXIV-3.8.1 UNITS 2 AND 3 REVISION 0 PAGE 12 OF 12 ATTACHMENT 3 PLAN AND SCHEDULE Concrete Surface Category L-A, Item LI.1O UNIT EXAM METHOD SCHEDULE 1ST EXAM 2ND EXAM 3RD EXAM Prior to 09/10/01 + I year + I year 2 Visual VT-3C Aug. 1998 Aug. 2008 Aug. 2018 3 Visual VT-3C Aug. 1998 Aug. 2008 Aug. 2018 NOTES: 1) Schedule is based on IWL-2421.

2) VT-IC is required only for the concrete surfaces that indicate suspect conditions in accordance with procedure steps 6.1 and 6.2.

3-8-1RO.WPD R ATTACHMENT 3 PAGE 1 OF 1

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