ML16357A535

Byron/Braidwood Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Appendix B - Construct Material Standards and Quality Control Procedures

ML16357A535
Person / Time
Site:	Byron, Braidwood
Issue date:	12/15/2016
From:	Exelon Generation Co
To:	Office of Nuclear Material Safety and Safeguards, Office of Nuclear Reactor Regulation
Shared Package
ML16357A264	List: ML16357A507 ML16357A508 ML16357A509 ML16357A521 ML16357A523 ML16357A524 ML16357A526 ML16357A529 ML16357A530 ML16357A532 ML16357A533 ML16357A534 ML16357A535 ML16357A536 ML16357A537 ML16357A540 ML16357A545 ML16357A549 ML16357A579 ML16357A580 ML16357A583 ML16357A584 ML16357A591 ML16357A592 ML16357A593 ML17086A588 ML17086A589 ML17086A590 ML17086A591 ML17086A592 ML17086A593 ML17086A595 ML17086A596 ML17086A597 ML17086A598 ML17086A599 ML17086A600 ML17086A601 ML17094A865 ML17095A852 ML17095A866 RS-16-248, Braidwood Nuclear Station, Amendment 27 to Fire Protection Report, Chapter 3.0, Guidelines of BTP Cmeb 9.5-1 RS-16-248, Braidwood Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Technical Requirements Manual RS-16-248, Braidwood Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Technical Specifications Bases RS-16-248, Byron Nuclear Station, Amendment 27 to Fire Protection Report, Chapter 3.0, Guidelines of BTP Cmeb 9.5-1 RS-16-248, Byron Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Technical Specifications Bases RS-16-248, Byron/Braidwood Nuclear Stations, Amendment 27 to Fire Protection Report, Chapter 4.0, Fire Protection Program RS-16-248, Byron/Braidwood Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Appendix B - Construct Material Standards and Quality Control Procedures RS-16-248, Byron/Braidwood Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Appendix C - Deleted RS-16-248, Byron/Braidwood Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Appendix D - Computer Programs ... further results
References
RS-16-248
Download: ML16357A535 (68)

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B/B-UFSAR B.0-i REVISION 1 - DECEMBER 1989 APPENDIX B - CONSTRUCTION MATERIAL STANDARDS AND QUALITY CONTROL PROCEDURES TABLE OF CONTENTS PAGE B.0 CONSTRUCTION MATERIAL STANDARDS AND QUALITY CONTROL PROCEDURES B.1-1 B.1 CONCRETE STANDARDS B.1-1 B.1.1 General B.1-1 B.1.2 Material Requirements and Quality Control B.1-1 B.1.2.1 Cement B.1-1 B.1.2.2 Aggregates B.1-2 B.1.2.3 Heavy Weight Aggregate B.1-4 B.1.2.4 Fly Ash B.1-4 B.1.2.4.1 Fly Ash In Process Testing B.1-4 B.1.2.5 Admixtures B.1-6 B.1.2.6 Water and Ice B.1-7 B.1.2.6.1 Water and Ice, Chloride Ion Content B.1-7 B.1.3 Concrete Properties and Mix Design B.1-8 B.1.3.1 Trial Mixtures B.1-9 B.1.3.2 Design Mixtures B.1-9 B.1.3.3 Adjustment of Design Mixtures B.1-9 B.1.3.4 Grout B.1-10 B.1.3.5 Additional Concrete Testing for Concrete Used in Containment B.1-11 B.1.3.6 Heavyweight Concrete B.1-11 B.1.4 Formwork B.1-11 B.1.5 Joints and Embedded Items B.1-12 B.1.6 Bar Placement B.1-13 B.1.7 Bending or Straightening of Bars Partially Embedded in Set Concrete B.1-13 B.1.8 Batching, Mixing, Delivery, and Placement B.1-14 B.1.9 Witness and Inspections B.1-15 B.1.10 Concrete Placement B.1-15 B.1.11 Concrete Control Tests B.1-18 B.1.11.1 Fresh Concrete Testing B.1-18 B.1.12 Evaluation and Acceptance of Fresh Concrete B.1-19 B.1.13 Evaluation and Acceptance of Concrete Compression Results B.1-19 B.1.13.1 In-Process Concrete Comprehensive Testing B.1-20 B.1.14 Consolidation of Concrete B.1-21 B.1.15 Concrete Finishes B.1-21 B.1.16 Curing and Protection B.1-22 B.1.17 Preplaced Aggregate Concrete B.1-23 B.1.18 Evaluation and Acceptance of Concrete B.1-23 B.2 REINFORCING STEEL B.2-1 B.2.1 Requirements for Category I Materials B.2-1 B.2.2 Reinforcing Bar Fabrication B.2-3 B/B-UFSAR B.0-ii REVISION 7 - DECEMBER 1998 TABLE OF CONTENTS (Cont'd) PAGE B.2.3 Cadweld Splicing B.2-3 B.2.3.1 Qualification of Operators B.2-3 B.2.3.2 Procedure Specifications B.2-3 B.2.3.3 Visual Examination B.2-4 B.2.3.4 Sampling and Tensile Testing B.2-6 B.2.4 Reinforcing Steel Repair for Steam Generator Replacement Project Containment Opening B.2-7 B.3 POST-TENSIONING TENDONS B.3-1 B.3.1 General B.3-1 B.3.2 Materials B.3-1 B.3.2.1 Tendon Material B.3-1 B.3.2.2 Buttonheads B.3-1 B.3.2.3 Tendon Sheathing B.3-1 B.3.2.4 Permanent Corrosion Protection B.3-1 B.3.2.5 Anchor Heads B.3-2 B.3.2.6 Bearing Plates and Shims B.3-2 B.3.3 Quality Control B.3-2 B.3.3.1 Testing B.3-2 B.3.3.1.1 Tendon Tests B.3-2 B.3.3.1.2 Tests on Wires and Buttonheads B.3-2 B.3.3.1.3 Tests on Corrosion Preventative Grease B.3-3 B.3.3.1.4 Anchorage Hardware Tests and Inspections B.3-3 B.3.3.2 Fabrication Tolerances B.3-3 B.3.3.3 Field Installation Tolerances B.3-3 B.3.3.4 Corrosion Protection B.3-4 B.4 STRUCTURAL STEEL B.4-1 B.4.1 Structural Steel Materials B.4-1 B.4.2 Structural Steel Connections and Connection Material B.4-1 B.4.2.1 Bolted Connections B.4-1 B.4.2.2 Welded Connections B.4-1 B.4.3 Quality Control B.4-1 B.4.3.1 General B.4-1 B.4.3.2 Testing and Inspection of Weldments B.4-2 B.4.3.3 Fabrication B.4-2 B.5 CONTAINMENT LINER WITHIN THE CONTAINMENT BACKED BY CONCRETE B.5-1 B.5.1 General B.5-1 B.5.2 Materials B.5-1 B.5.3 Quality Control B.5-1 B.5.3.1 Testing of Welds B.5-1 B.5.3.1.1 General B.5-1 B.5.3.1.2 Liner Plate Seam Welds B.5-1 B.5.3.1.2.1 Radiographic Examinations B.5-1 B/B-UFSAR B.0-iii REVISION 3 - DECEMBER 1991 TABLE OF CONTENTS (Cont'd) PAGE B.5.3.1.2.2 Ultrasonic Examinations B.5-2 B.5.3.1.2.3 Magnetic Particle Examination B.5-2 B.5.3.1.2.4 Liquid Penetrant Examination B.5-2 B.5.3.1.2.5 Vacuum Box Soap Bubble Test B.5-2 B.5.3.1.3 Leak Test Channels B.5-2 B.5.3.2 Fabrication and Installation B.5-2 B.5.3.2.1 General B.5-2 B.5.3.2.2 Welding Qualification B.5-3 B.6 CONTAINMENT STEEL BOUNDARY NOT BACKED BY CONCRETE B.6-1 B.6.1 Materials B.6-1 B.6.2 Quality Control B.6-1 B.6.2.1 Testing B.6-1 B.6.2.1.1 General B.6-1 B.6.2.1.2 Testing of Welds B.6-1 B.6.2.2 Fabrication and Installation B.6-2 B.6.2.2.1 General B.6-2 B.6.2.2.2 Qualification of Welders B.6-2 B.7 STAINLESS STEEL POOL LINERS B.7-1 B.7.1 Materials B.7-1 B.7.2 Welding B.7-1 B.7.3 Erection Tolerances B.7-1 B.8 OTHER STAINLESS STEEL ELEMENTS B.8-1 B.9 NUCLEAR STEAM SUPPLY SYSTEM (NSSS) COMPONENT SUPPORT STEEL B.9-1 B.9.1 General B.9-1 B.9.2 Steel Materials B.9-1 B.9.3 Welding Qualifications B.9-1 B.9.4 Quality Control B.9-1 B.9.4.1 General B.9-1 B.9.4.2 Lamination Tests B.9-1 B.9.4.3 Nondestructive Examination of Welds B.9-1 B.9.5 Fabrication and Installation B.9-1 B.9.5.1 Installation Tolerances B.9-2 B/B-UFSAR B.0-iv APPENDIX B - CONSTRUCTION MATERIAL STANDARDS AND QUALITY CONTROL PROCEDURES LIST OF TABLES NUMBER TITLE PAGE B.1-1 Air Content B.1-24 B.1-2 Limits for Slump B.1-25 B.1-3 Placing Temperature B.1-26 B.1-4 Concrete Compression Testing B.1-28 B.1-5 Concrete Testing B.1-31 B.1-6 Gradation of Heavyweight Aggregate B.1-32 B.9-1 Material for NSSS Component Supports B.9-3

B/B-UFSAR B.1-24 TABLE B.1-1 AIR CONTENT ALLOWABLE LIMITS COARSE AGGREGATE TOTAL AIR CONTENT (VOL.) % NOMINAL MAXIMUM SIZE IN COARSE FREEZING AND THAWING FREEZING AND THAWING ASTM C 33 AGGREGATE (in.) RESISTANCE REQUIRED RESISTANCE NOT REQUIRED Allowable Extreme Allowable Extreme Limits Limits Limits Limits 8 3/8 7 to 9 6 to 10 3 to 9 3 to 10 67 3/4 5 to 7 4 to 18 2 to 7 2 to 8 57 1 4 to 6 3 to 7 1.5 to 6 1.5 to 7 B/B-UFSAR B.1-25 TABLE B.1-2 LIMITS FOR SLUMP CONCRETE TEMPERATURE ALLOWABLE LIMITS EXTREME LIMITS AS PLACED (°F) (in.) (in.) Minimum Maximum Minimum Maximum Below 55 2 5 1 6.0 Between 55 and 64 2 4.5 1 5.5 Between 65 and 74 2 4 1 5.0 Between 75 and 85 1.5 3.5 1 4.0

B/B-UFSAR B.1-26 REVISION 3 - DECEMBER 1991 TABLE B.1-3 PLACING TEMPERATURE ALLOWED LIMITS FOR CONCRETE EXTREME VALUES FOR CONCRETE TEMPERATURE AS PLACED (°F) TEMPERATURE AS PLACED (°F) Exposed concrete face(s) normal Moderately Moderately to the thickness Thin Massive Thin Massive of the pour Section Section MassiveSectionSection Massive One face exposed 12 12 to 48 >48 12 12 to 48 >48 Two opposite faces exposed 18 18 to 72 >72 18 18 to 72 >72 Between Max. Max. Max. Max. Max. Max.

90 and 81 80 75 70 85 80 75

TEMPERATURE Between Max. Max. Max. Max. Max. Max.

OF AIR 80 and 46 90 80 70 90 85 75 SURROUNDING CONCRETE (°F) Between Max. Max. Max. Max. Max. Max. 45 and 26 90 80 75 90 85 80 Min. Min. Min. Min. Min. Min.

55 50 45 50 45 40

Between Max. Max. Max. Max. Max. Max. 25 and 0 90 80 75 90 85 80 Min. Min. Min. Min. Min. Min.

60 55 50 55 50 45

B/B-UFSAR B.1-27 TABLE B.1-3 (Cont'd)

____________________ Notes:

1. No concrete was poured when surrounding air in contact with the concrete was below 0°F.

2. In all cases subsequent freezing of concrete was prevented by providing the protection recommended in Table 1.4.2 of ACI 306.

3. Since metal deck and noninsulated formwork do not prevent heat dissipation significantly, concrete surfaces in contact with them were considered as having exposed faces. 4. When concrete was placed at a temperature exceeding 70°F, cement was added and mix adjusted if water-cement ratio exceeded that of the mix design. In computing water-cement ratio, total water available as mixing water in concrete from whatever source was considered. Adjusted mix proportions, including total water available, were shown in the inspector's report and were reported with the strength test results.

B/B-UFSAR B.1-28 TABLE B.1-4 CONCRETE COMPRESSION TESTING TYPE TEST ASTM CONTAINMENT* CATEGORY I OTHERS Normal Sampling Number of Number of Testing of Number of Number of Testing of for strength Samples Cylinders Cylinders Samples Cylinders Cylinders of concrete for total yards of concrete in each continuous placement 500 yd3 Compression C 31 One (1) each from Six (6) Tested at One (1) each from Six (6) Tested at Cylinder every 100 cubic required from 7, 28 and every 150 cubic required from 7, 28 and yards or each each Sample 91 days yards or each each Sample 91 days Compressive C 39 day's placement day's placement Strength if less than 100 if less than 150 cubic yards cubic yards 500 yd3 to Compression C 31 One (1) each from Six (6) Tested at One (1) each from Six (6) Tested at 2000 yd3 Cylinder every 100 cubic required 7, 28 and every 150 cubic required 7, 28 and yards from every 91 days yards from every 91 days even sample even sample (Example (Example 2,4,6,8, 2,4,6,8, etc. etc.) Compressive C 39 Two (2) Tested at Two (2) Tested at Strength required from 91 days required 91 days every odd from every sample odd sample (Example (Example 1,3,5,7, 1,3,5,7, etc.) etc.)

B/B-UFSAR B.1-29 TABLE B.1-4 (Cont'd)

TYPE TEST ASTM CONTAINMENT* CATEGORY I OTHERS Number of Number of Testing of Number of Number of Testing of Samples Cylinders Cylinders Samples Cylinders Cylinders

>2000 yd3 Compression C 31 One (1) each from Six (6) Tested at One (1) each from Six (6) Tested at Cylinder every 100 cubic required 7, 28 and every 150 cubic required 7, 28 and yards from every 91 days yards from every 91 days third Sample third Sample (Example 3, (Example 3, 6,9,12, etc.) 6,9,12, etc.)

Compressive C 39 Two (2) Tested at Two (2) Tested at Strength required 91 days required from 91 days from re- remaining maining Samples (Ex- Samples (Ex- amples 1,2, amples 1,2, 4,5,7,8, etc.)

4,5,7,8, etc.)

etc.)

____________________

• External Concrete: Reactor cavity, tendon tunnel, and containment basemat, shell, and dome.

B/B-UFSAR B.1-30 TABLE B.1-4 (Cont'd)

CATEGORY II Number of Number of Testing of TYPE TEST ASTM Samples Cylinders Cylinders Normal sampling Compression C 31 One (1) each from Six (6) required Tested at for strength Cylinder every 200 cubic from each Sample 7, 28 and of concrete for yards or each 91 days total yards of Compressive C 39 day's placement concrete in Strength if less than 200 each continuous 200 cubic yards placement of 500 yd3 500 yd3 to Compression C 31 One (1) each from Six (6) required Tested at 2000 yd3 Cylinder every 200 cubic from every even 7, 28 and yards Sample (Example 91 days 2,4,6,8, etc.) Compressive C 39 Two (2) required Tested at Strength from every odd 91 days Sample (Example 1,3,5,7, etc.) > 2000 yd3 Compression C 31 One (1) each from Six (6) required Tested at Cylinder every 200 cubic from every third 7, 28 and yards Sample (Example 91 days 3,6,9,12, etc.)

Compressive C 39 Two (2) required Tested at Strength from remaining 91 days Samples (Example 1,2,4,5,7,8, etc.)

B/B-UFSAR B.1-31 TABLE B.1-5 CONCRETE TESTING *External Concrete: Reactor cavity, tendon tunnel, and containment basemat, shell, and dome. CATEGORY ICATEGORY IITYPE TEST ASTM CONTAINMENT* OTHERS Slump C 143 Air Content C 173First batch placed each For each 50 yd3 of concrete, or C 231day and for each 50 yd3 for each day's placement, if less Fresh Con- placed. than 50 yd3. crete, Normal Temperature Sampling Unit Weight/C 138Daily during production Not Required yield Mixer C 94 Initially and every 6 months Not Required Uniformity Slump C 143When tests on normal samples showed measurement of a concrete property temperature, slump, or air content out of allowable limits but within the extreme values, an Fresh Concrete Air Content C 173 C 231Additional Sample was taken from chute of the next available truck. If measurement of this additional Tightened Temperature sample showed this property to be within allowable limits, Sampling and deviations were not directly attributable to the transport from the truck chute to the forms, this truck load was placed. If not within allowable limits a second additional sample was then taken from the next available truck and tested. This procedure was continued until tests on two successive additional samples had indicated that the concrete properties were within allowable limits. Normal sampling was then resumed.

B/B-UFSAR B.1-32 TABLE B.1-6 GRADATION OF HEAVYWEIGHT AGGREGATE Fine Aggregate:* Spec. Required Sieve Size 3/8 in. 100

1. 4 75 - 95

1. 8 55 - 85 #16 30 - 60

1. 30 15 - 45

1. 50 10 - 30

1. 100 5 - 15 Coarse Aggregate:* Spec. Required Sieve Size 1 in. 100 3/4 in. 90 - 100

1/2 in. --

3/8 in. 20 - 55 #4 2 - 15

1. 8 0 - 8

• Fine Aggregate: 10% of the material passing the 3/8-inch sieve was allowed to pass the No. 200 sieve if the material passing the No. 200 sieve was shown to be essentially free of clay or shale.

B/B-UFSAR B.2-1 B.2 REINFORCING STEEL B.2.1 Requirements for Category I Materials Reinforcing bars for all Category I structures were Grade 60 deformed bars tested in accordance with criteria in NRC Regulatory Guide 1.15 for "Testing of Reinforced Bars for Category I Concrete Structures." They met the requirements of ASTM A615, "Specifications for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement," with the following modifications. Paragraphs 4.2, 7.3, 8.3 and all of Sections 9 and 10 as indicated below were used in lieu of the same parts as specified in A615. a. 4.2 The chemical composition thus determined was transmitted to Purchaser or his representative. b. 7.3 The percentage of elongation for bars Nos. 3 through 11 was as prescribed in Table 2. c. For bars Nos. 14 and 18, the minimum elongation in 8 inches (full-section specimens) was 12%. d. 8.3 Bars of size Nos. 14 and 18 were bend tested as required below in Section 9.3.

e. 9. Test Specimens 9.1 All tension test specimens were full-section of the bar as rolled and randomly sampled.

9.1.1 The test procedures were in accordance with ASTM A-370, "Methods and Definitions for Mechanical Testing of Steel Products." 9.1.2 Delete.

9.2 The unit stress determinations on full size specimens were based on the nominal bar cross-sectional area as in Table 1. 9.3 The bend test specimen was full-section of the bar as rolled. The pin diameter for the 90o Bend Test was equal to 10d for Bars Nos. 14 and 18. f. 10. Number of Tests. 10.1 At least one specimen from each bar size was tested for each 50 tons or fraction thereof, of the reinforcing bars that were produced from each heat.

10.2 Testing included both tension tests and bend tests.

B/B-UFSAR B.2-2 10.3 If any test specimen developed flaws, it was discarded and another full-section specimen of the same size bar from the same heat substituted. 10.4 If any of the tensile properties of one out of the total number of test specimens corresponding to a heat was less than that specified in Section 7 as modified herein but was greater than the limits shown below, retest was allowed: Grade 60 Tensile strength, psi 83,000 yield stress, psi 55,000 Elongation in 8 inches, percent Bar no. 3, 4, 5, 6 6 7, 8, 9, 10, 11 5 14, 18 9 10.4.1 The retest consisted of at least two additional full-section tensile tests on samples of the same bar size and heat fraction. 10.4.2 Each one of the additional test specimens and the average of all of the test specimens corresponding to the same bar size for this heat, (including the original one) met the requirements of Section 7 of ASTM A615, as modified herein.

10.5 If the original test failed to meet the limits indicated in Paragraph 10.4, or if any tensile or bending property of specimens retested in accordance with Paragraphs 10.4.1 and 10.4.2 did not meet the requirements of Section 7 of ASTM A615, as modified herein, that material was rejected.

10.6 If any tensile property of the tension test specimen was less than that specified in Section 7 of ASTM A615, as modified in Paragraph 10.4, and any part of the fracture was outside the middle third of the gauge length, as indicated by scribe scratches marked on the specimen before testing, a retest was permitted. All reinforcing was tagged or marked in a manner to ensure traceability to the Certified Material Test Report (CMTR) during production, fabrication, transportation and storage.

B/B-UFSAR B.2-3 REVISION 7 - DECEMBER 1998 Traceability for all reinforcing bars was by the original heat number. Traceability of all reinforcing was completed up to the placing of the reinforcing, which was considered as the last hold point for the bars.

B.2.2 Reinforcing Bar Fabrication Fabrication for all reinforcing bars conformed to the requirements in Chapter 7 of CRSI "Manual of Standard Practice" and to the following:

a. Bar ends for bars which were spliced using Cadweld procedures were checked for clearance after shearing, using a test sleeve with a standard Cadweld sleeve. B.2.3 Cadweld Splicing Splices in reinforcing bar sizes No. 11 and smaller were lapped in accordance with ACI 318, "Building Code Requirements for Reinforced Concrete," or Cadweld spliced. Bar sizes No. 14 and No. 18 were Cadweld spliced. The splice was designed to develop the specified minimum ultimate strength of the reinforcing bar. B.2.3.1 Qualification of Operators Prior to production splicing, each Cadweld operator prepared two qualification splices for each position used in his work. These were tested and met the joint acceptance standards for workmanship, visual quality, and minimum tensile strength.

B.2.3.2 Procedure Specifications All joints were made in accordance with the manufacturer's instructions, "Cadweld Rebar Splicing," plus the following additional requirements:

a. A manufacturer's representative, experienced in Cadweld splicing of reinforcing bars, was required to be present at the jobsite at the outset of the work to demonstrate the equipment and techniques used for making quality splices. He was present for the first 25 production splices to observe and verify that the equipment was being used correctly and that quality splices were being obtained. For the restoration of the steam generator replacement containment opening, the manufacturer's representative was present for a minimum of the first 10 production splices. The Cadweld manufacturer furnished the Certified Material Test Report for each lot of splice sleeve material delivered. This report included the physical and chemical properties of the sleeve material. The splice sleeves, exothermic powder, and graphite molds were stored in a clean dry area B/B-UFSAR B.2-4 with adequate protection from the elements to prevent absorption of moisture. b. Each splice sleeve was visually examined immediately prior to use to ensure the absence of rust and other foreign material on the inside diameter surface, and to ensure the presence of grooves in the ends of the splice sleeve. c. The graphite molds were preheated with an oxyacetylene or propane torch to drive off moisture at the beginning of each shift when the molds were cold or when a new mold was used.

d. Bar ends to be spliced were power-brushed to remove all loose mill scale, loose rust, concrete, and other foreign material. Prior to power-brushing, all water, grease, and paint were removed by heating the bar ends with an oxyacetylene or propane torch. e. A permanent line was marked 12 inches back from the end of each bar for a reference point to confirm that the bar ends were properly centered in the splice sleeve. In those cases where the 12 inch gauge length was not practical, different gauge lengths were used, provided they were properly documented. f. Immediately before the splice sleeve was placed into final position, the previously cleaned bar ends were preheated with an oxyacetylene or propane torch to ensure complete absence of moisture.

g. Special attention was given to maintaining the alignment of sleeve and pouring basin to ensure a proper fill. h. The splice sleeve was externally preheated with an oxyacetylene or propane torch after all materials and equipment were in position. Prolonged and unnecessary overheating was avoided. i. Each splice was examined by the operator prior to forming to ensure compliance with all requirements. All completed splices and sister test specimens were stamped with the operator identification mark.

B.2.3.3 Visual Examination All completed splices (including the sister test specimens) were inspected to ensure compliance with the visual examination

B/B-UFSAR B.2-5 acceptance standards. Splices that failed any requirement were rejected and replaced and not used as tensile test samples. All visual examinations on completed splices were performed only after the splices had cooled to ambient temperature. The visual examination acceptances standards were: a. Filler metal was visible at the end(s) of the splice sleeve and at the tap hole in the center of the sleeve. Except for voids, the filler metal recession was not more than 1/2 inch from the end of the sleeve.

b. Splices did not contain slag or porous metal in the tap hole or at the end(s) of the sleeves. When in doubt as to whether filler metal or slag was in the tap hole, the riser was broken with a punch or file, filler metal shines while slag remains dull. If slag was found, the inspector removed slag at the tap hole and searched for filler metal. This requirement was not cause for rejection unless the slag penetrated beyond the wall thickness of the sleeve. c. A single shrinkage bubble present in the tap hole was distinguished from general porosity and it was not cause for rejection.

d. The total void area at each end of the sleeves did not exceed the following limits (for splicing bars up to Grade 60): 1. for No. 18 bars - 2.65 in2 2. for No. 14 bars - 2.00 in2 3. for No. 11 bars - 1.5 in2

4. for No. 10 bars and splice Catalog Number RBT-10101 (H) - 1.58 in2 5. for No. 5 bars - 0.53 in2 e. The distance between the gauge lines for a type "T" splice was 24-1/4 inches +/- 1/2 inch for the 12 inch gauge lengths, or (X + Y + 1/4) +/- 1/2 inch when the X and Y gauge lengths are used. The center of the gauge line connecting the gauge marks fell within the diameter of the tap hole.

f. The distance between the gauge line and the structural steel for Type "B" splice was 12-1/4 inches +/- 1/4 inches or any other documented distance.

B/B-UFSAR B.2-6 REVISION 7 - DECEMBER 1998 B.2.3.4 Sampling and Tensile Testing Splice samples were production splices and sister splices. Production splice samples were not cut from the structure when Type "B" splices were used, or when Type "T" splices were used for curved reinforcing bars. Representative straight sister splice samples were used in such cases, using the same frequency as Type "T" splices on straight bars, except that all splice samples are sister splices. Separate sampling and testing cycles were established for Cadweld splices in horizontal, vertical, and diagonal bars, for each bar grade and size, and for each splicing operator as follows: a. one production splice out of the first ten splices, b. one production and three sister splices for the next ninety production splices, and

c. one splice, either production or sister splices for the next subsequent units of 33 splices. At least 1/4 of the total number of splices tested were production splices. The splice sample testing for the containment opening restoration following steam generator replacement was based on sister splices in accordance with Section CC-4333.5.2 and CC-4333.5.3 of 1989 ASME Section III, Division 2. One splice was tested for each unit of 100 production splices.

The tensile testing acceptance standards were: a. The tensile strength of each sample tested was equal or exceeded 125% of the minimum yield strength specified in the ASTM A615 for the grade of reinforcing bar using loading rates as stated in ASTM A370 for the grade of reinforcing bar. b. The average tensile strength of each group of 15 consecutive samples was equal to or exceeded the ultimate tensile strength specified in ASTM A615 for the grade of reinforcing bar.

B/B-UFSAR B.2-7 REVISION 7 - DECEMBER 1998 Procedure for Substandard Tensile Test Results: a. If any production splice used for testing failed to meet the strength requirements in (a) above and failure did not occur in the bar, the adjacent production splices on each side of the failed splice were tested. If any sister splice used for testing failed to meet the strength requirements in (b) above and failure did not occur in the bar, two additional sister splices were tested. If either of these retests failed to meet the strength requirements, splicing was halted. Splicing was not resumed until the cause of failures were corrected and resolved to the satisfaction of Sargent & Lundy. b. If the running average tensile strength indicated in (b) above failed to meet the tensile requirements stated therein, splicing was halted. Sargent & Lundy investigated the cause, determined what corrective action (if any) was necessary, and notified the Contractor to perform the corrective action (if any). c. When mechanical splicing was resumed, the sampling procedure was started anew.

B.2.4 Reinforcing Steel Repair for Steam Generator Replacement Project Containment Opening Reinforcing steel of the containment was damaged during the concrete removal process of the steam generator replacement project. The steel was repaired by a welding process in accordance with AWS D1.4-92. The reinforcing steel has a carbon equivalent in excess of 0.55%, and ASME Section III, Division 2 specifically limits fusion welding of reinforcing bar to heats with carbon equivalents not greater than this level. AWS D1.4-92 allows welding of reinforcing steel with carbon equivalents in excess of 0.55%, provided that low hydrogen electrodes of the appropriate strength level are used, the electrode storage conditions are controlled to preserve their low hydrogen characteristics, and the appropriate minimum preheat and interpass temperatures are maintained.

The repair process represents a deviation from the Code; however, the NRC approved the relief request, as documented in a letter from R. A. Capra (Office of Nuclear Reactor Regulation) to I. M. Johnson, dated September 22, 1997, and the NRC's Safety Evaluation Report for approval of a request for relief related to repair requirements for damaged reinforcement steel.

B/B-UFSAR B.3-1 REVISION 7 - DECEMBER 1998 B.3 POST-TENSIONING TENDONS B.3.1 General A Birkenheimer, Brandestini, Ross, and Vogt (BBRV) post-tensioning system was used. Tendons consisted of 170 1/4-inch diameter parallel lay wires. Positive anchorage at ends was provided by buttonheading. The materials, erection and fabrication procedures, and testing requirements conformed to the technical provisions of Sections CC-2400, CC-4400, and CC-5400 of the 1973 ASME B&PV Code,Section III, Division 2, Proposed Standard Code for Concrete Reactor Vessels and Containments, issued for interim trial use and comments with the exception of CC-4464.

B.3.2 Materials B.3.2.1 Tendon Material The 1/4-inch diameter wire conformed to cold-drawn ASTM A421, Type BA, stress-relieved, having a guaranteed minimum ultimate tensile strength, (fpu), of 240,000 psi and a minimum yield strength not less than 0.80 fpu, as measured by the 1.0% extension under load method. B.3.2.2 Buttonheads The positive anchorage of tendons to anchor heads was provided by buttonheading of the wires. All buttonheads were cold-formed after threading wires through wire holes of anchor heads.

Buttonheads were formed symmetrically about the axis of wires and were free from harmful seams, fractures, and flaws. B.3.2.3 Tendon Sheathing Tendon sheathing through the foundation consisted of black seamless steel pipe, ASTM A53, Grade B and the wall sheathing was a black interlocked steel strip conduit, 22 gauge minimum wall thickness, fabricated to be watertight. The inside diameter of the sheathing was approximately 4.75 inches. All splices were sealed to prevent intrusion of cement paste. The tendon sheath splice was made using a snug fitting coupling approximately 1 foot long. The joints between the sheath and the coupling were taped. The minimum radius of curvature used was 30 feet, except in certain cases where a smaller radius of curvature was shown to be acceptable. Some of the original tendon sheathing was removed during restoration of the containment opening following steam generator replacement at Byron Unit 1.

B.3.2.4 Permanent Corrosion Protection A corrosion preventing grease, Viscono Rust 2090 P-4, Nuclear Grade was used as a tendon casing filler.

B/B-UFSAR B.3-2 REVISION 11 - DECEMBER 2006 B.3.2.5 Anchor Heads For Byron Station, the anchor heads conformed to ASTM A-322, "Specifications for Hot-Rolled Alloy Steel Bars," AISI 4140/4142 hot rolled, vacuum degassed, and heat treated to Rc 42 +/- 2 per MIL-H-6875D with a guaranteed maximum annealed hardness of 217 Brinell.

For Braidwood Station, the anchor heads conformed to ASTM A-322 "Specifications for Hot-Rolled Alloy Steel Bars," AISI 4140/4142 Hardness Number of 38 to 43 per MIL-H-6875D.

B.3.2.6 Bearing Plates and Shims Bearing plate and shim materials conformed to hot rolled ASTM A-36 plate to silicone-killed fine-grain practice. For 1/8" shims, material may also conform to either ASTM A607 Grade 50 or hot-rolled open hearth .4/.5 carbon steel (20% or 17% ductility). B.3.3 Quality Control B.3.3.1 Testing The erection and fabrication procedures conformed to Section CC-4400 with the exception that the welding procedures and welder qualifications were in accordance with AWS D1.1.

B.3.3.1.1 Tendon Tests Tensile tests were performed on 100-inch long samples taken at a rate of 1% of all tendons including all anchorage hardware. One test was performed on the vertical group, one test on the dome group and two tests were performed on the horizontal group. The tendons were required to carry a load corresponding to 100% of the guaranteed ultimate tensile strength of the tendon without failure. Failure of any anchorage component was unacceptable.

B.3.3.1.2 Tests on Wires and Buttonheads Wires were tested in accordance with ASTM A421, "Specifications for Uncoated Stress-Relieved Wire for Prestressed Concrete." A bend test and buttonhead test was made on each coil of wire. The bend test specimen was cold bent back and forth in one place 90° in each direction over pins with a 5/8-inch radius. Each return to vertical was one complete bend. The wire must have sustained a minimum of six bends before complete fracture. The buttonhead test was a static test performed to check the buttonhead machine and to confirm the integrity of the buttonhead. The buttonhead was acceptable if failure occurred within the shaft of the wire. The buttonhead machine was routinely checked at the beginning of each shift. Ten percent of the wires in each tendon were checked for buttonhead size and conformance with a "Go, No-Go" gauge. All buttonheads were visually examined to ensure that splits, cracks, and/or slips did not exceed acceptance criteria.

B/B-UFSAR B.3-2a REVISION 8 - DECEMBER 2000 Also, one rupture test of wire was performed in the field similar to that used in the tendon. A 12-inch long sample of wire was tested using a portable tensile test apparatus prior to initiating the buttonhead operation on the respective tendon. The sample was B/B-UFSAR B.3-3 REVISION 7 - DECEMBER 1998 prepared using the same equipment and operators that performed the buttonheading operation. B.3.3.1.3 Tests on Corrosion Preventative Grease The manufacturer of corrosion preventative tendon coating materials performed chemical analyses to measure the presence of water soluble chlorides, nitrates, and sulphides and provided certification of compliance with the acceptance criteria given in the ASME Code,Section III, Division 2. In addition, each shipment of permanent corrosion preventative grease was retested in the field to verify that the material had remained contaminant free. B.3.3.1.4 Anchorage Hardware Tests and Inspections Anchor heads were tested to 120% of the minimum ultimate tensile strength of the prestressing steel employing a test machine that was chosen to simulate the actual loading condition as close as possible. All welds were given 100% visual examination for completeness, workmanship, and slag removal. B.3.3.2 Fabrication Tolerances The differential length of any two wires in the same tendon did not exceed 1/16 inch for wires up to 100 feet long and 1/8 inch for wires over and up to 200 feet long, and an additional 1/8 inch for each 100 feet increment in length over 200 feet. Trumpet perpendicularity was measured to ensure that the angle between the trumpet and the bearing surface of the bearing plate was within a tolerance of +/- 0.3 degrees. Eccentricity of a buttonhead from the axis of the wire was not permitted to exceed 0.010 inch. Wire holes in anchor heads must have been within 0.010 inch of the specified location on the buttonhead bearing surface. Drift was within 0.035 inch from the centerline. Wire hole diameter must have fallen within the range of 0.257 inch to 0.264 inch.

B.3.3.3 Field Installation Tolerances Tendon bearing plates were installed with a tolerance of +/- 0.25 inch from the specified locations. Critical dimensions were established for the placing of tendon sheathing and the tolerance on these critical dimensions was +/- 0.5 inch. All gauges, instruments and jacks were calibrated against known standards that were traceable to the National Bureau of Standards. Elongation measurements commenced at 20% GUTS. The tolerance on lockoff pressure during the stressing operation was established by the criteria that stress in the tendon wires at the anchor point after anchoring must have been at least equal to, but could not have exceeded, the specified value by more than 5%. The number of broken or defective wires or button-heads was limited to a maximum of three per tendon. This limit may be exceeded if an analysis shows that the condition is acceptable. The B/B-UFSAR B.3-4 REVISION 13 - DECEMBER 2010 total number of broken or defective wires in any one group of tendons (hoop, vertical, or dome) was not allowed to exceed 1% of the total wires in the tendon group. B.3.3.4 Corrosion Protection Tendons were protected from corrosive elements during fabrication, shipping, storage, and installation by application of a thin film of Visconorust 1601 Amber, as made by Viscosity Oil Company, immediately after fabrication. Further, tendons were shipped and stored in polyethylene bags. Tendons were not permitted to be exposed to inclement weather, condensation, or injurious agents such as solutions containing chloride. Damaged or corroded tendons were rejected on inspection. Exterior exposed surfaces of bearing plates and grease retaining caps were protected from corrosion by application of a prime and a finish coat of paint. The prime coat of paint was required to have a minimum dry film thickness of two mils.

B/B-UFSAR B.4-1 B.4 STRUCTURAL STEEL B.4.1 Structural Steel Materials Structural support steel was ASTM A36, ASTM A572, Grade 50 and ASTM A588 high strength, low alloy corrosion-resistant steel. Structural steel tubing was ASTM A500, Grade B and ASTM A501. B.4.2 Structural Steel Connections and Connection Material B.4.2.1 Bolted Connections Structural steel bolted connections used ASTM A325, Type 1 and ASTM A490, friction-type high strength bolts. These high strength bolted connections conformed to "Specification for Structural Joints using ASTM A325 or A490 Bolts" issued by the Research Council on Riveted and Bolted Joints of the Engineering Foundation and endorsed by the AISC, and to Framed Beam Connections, Table I or II of the AISC Manual. ASTM A307 and A325 bolts were used for non-friction type applications in specified connections in the containment building. For non-friction type sliding connections, the load nut was torqued to a specified range (50-100 ft-lbs) and a jam nut was installed snugtight against the load nut. ASTM A36, "Specifications for Structural Steel," nuts were used, with ASTM A36 threaded rods and all ASTM A307, "Specifications for Carbon Steel Externally and Internally Threaded Standard Fasteners," bolts.

B.4.2.2 Welded Connections Standard welded beam connections conform to Table III or IV of AISC Manual. Shop and field welding procedures were in accordance with AWS Specifications listed in Table 3.8-2. Selection of electrodes and recommended minimum preheat and interpass temperature were in accordance with AWS requirements. All welders and welding operators were certified by an approved testing laboratory and were qualified under AWS procedure as stated in AWS Specifications. B.4.3 Quality Control B.4.3.1 General Quality assurance requirements applied to the fabrication and testing of structures and components. Certified material test reports were furnished stating the actual results of all chemical analyses and mechanical tests required by ASTM specifications. Identifying heat numbers were furnished on all structural steel to trace the steel to the specific heat in which the steel was made.

B/B-UFSAR B.4-2 B.4.3.2 Testing and Inspection of Weldments One hundred percent of all complete penetration groove welds had complete radiographic examination, except that welds impractical to radiograph were examined by ultrasonic, magnetic particle, or liquid penetrant methods.

The above nondestructive test methods were in compliance with the following ASTM specifications: a. E94, "Recommended Practice for Radiographic Testing,"

b. E142, "Controlling Quality of Radiographic Testing,"

c. E164, "Recommended Practice for Ultrasonic Contract Examination of Weldments,"

d. E109, "Dry Powder Magnetic Particle Inspection,"

e. E138, "Wet Magnetic Particle Inspection," and

f. E165, "Recommended Practice for Liquid Penetrant Inspection Method."

B.4.3.3 Fabrication The fabrication of structural steel conformed to AISC specifications.

B/B-UFSAR B.5-1 B.5 CONTAINMENT LINER WITHIN THE CONTAINMENT BACKED BY CONCRETE B.5.1 General The materials, erection and fabrication procedures, and testing requirements conformed to the technical provisions of Sections CC-2500, CC-4500, and CC-5500 of the 1973 ASME B&PV Code,Section III, Division 2. B.5.2 Materials The containment liner materials performing only a leaktight function (excluding leak test channels), within the containment backed by concrete met the requirements of the ASME B&PV Code,Section III, Division 2, Paragraph CC-2500, and complied with the following specifications: APPLICATION SPECIFICATION Liner Plate SA 516 GRADE 60 Containment Liner Anchors A36 B.5.3 Quality Control B.5.3.1 Testing of Welds B.5.3.1.1 General All nondestructive examination procedures were in accordance with Section V of the ASME B&PV Code. B.5.3.1.2 Liner Plate Seam Welds B.5.3.1.2.1 Radiographic Examinations The first 10 feet of weld for each welder and welding position was 100% radiographed. Thereafter one spot radiography of not less than 12 inches in length was taken for each welder and welding position in each additional 50 foot increment of weld. In any case a minimum of 2% of liner seam weld was examined by radiography. All radiographic examinations were performed as soon as possible after the weld was placed. The spots selected for radiography were randomly selected. Any two spots chosen for radiographic examination were at least 10 feet apart. If a weld failed to meet the acceptance standards specified in NE-5532,Section III of the ASME B&PV Code, two additional spots were examined at locations not less than 1 foot from the spot of initial examination. If either of these two additional spots failed to meet the acceptance standards then the entire weld test unit was considered unacceptable. Either the entire unacceptable weld was removed and the joint rewelded, or the B/B-UFSAR B.5-2 entire weld unit was completely radiographed and the defective welding repaired. The repaired areas were spot radiographed. B.5.3.1.2.2 Ultrasonic Examinations Ultrasonic examinations were performed on 100% of the jet deflector support embedments. If a weld failed to meet the acceptance standards specified in NE-5330 of Section III of the ASME B&PV Code, the weld was repaired and reexamined.

B.5.3.1.2.3 Magnetic Particle Examination Magnetic particle examination was performed on 100% of liner seam welds for ferritic material. If a weld failed to meet the acceptance standards specified in CC-5533 of Section III of the ASME B&PV Code, the weld was repaired and reexamined according to the above Code using magnetic particle examination. B.5.3.1.2.4 Liquid Penetrant Examination Liquid penetrant examination was performed on 100% of liner seam welds for austenitic materials. If a weld failed to meet the acceptance standards specified in CC-5534 of Section III of the ASME B&PV Code, the weld was repaired and reexamined according to the ASME Code using the liquid penetrant method of examination. B.5.3.1.2.5 Vacuum Box Soap Bubble Test The vacuum box soap bubble test was performed on 100% of liner seam welds for leaktightness. If leakage was detected the test was repeated after the weld was repaired.

B.5.3.1.3 Leak Test Channels Wherever leak-chase-system channels were installed over the liner welds, the channel-and-liner plate welds were tested for leaktightness by pressurizing the channels to the containment design pressure and doing a pneumatic test of 100% of the welds. A 2 psi change in pressure over a 2-hour holding period was allowed because of a possible variation in temperature during the holding period.

B.5.3.2 Fabrication and Installation B.5.3.2.1 General The fabrication and installation of the containment steel boundaries backed by concrete were in accordance with the ASME B&PV Code,Section III, Division 2, Paragraph CC-4500.

B/B-UFSAR B.5-3 B.5.3.2.2 Welding Qualification The qualifications of welders and welding procedures were in accordance with Section III, Division 2, Paragraph CC-4500 of the ASME B&PV Code.

Installation Tolerances All pressure retaining components conformed to the applicable requirements of NE-4220 of ASME Section III.

Cylinder Tolerances: a. For each 10 foot elevation of the liner the difference between the maximum diameter and minimum diameter did not exceed 8 inches. This requirement was satisfied by measuring diameters spaced approximately 30°. b. The radius of the liner was within +/- 6 inches of the theoretical radius. c. The deviation of the liner from true vertical did not exceed 1 inch in any 10 feet nor 3 inches in the full height of the liner. d. The local contour of the shell was controlled by limiting the following deviations: 1. A 1-inch gap between the shell and a 15-foot-long template curved to the required radius when placed against the surface of a shell within a single plate section and not closer than 12 inches to a welded seam.

2. A 1-1/2-inch gap when the template above was placed across one or more welded seams.

3. A 3/8-inch gap when a 15-inch-long template curved to the required radius was placed against the surface of the shell within a single plate section and not closer than 12 inches to a welded seam.

4. A 3/4-inch deviation from a 10-foot straight edge placed in the vertical direction between circumferential seams. Dome Tolerances: a. For each point the height of the dome above the spring line was no greater than 12 inches above theoretical height but in no case was it less than the theoretical height above the spring line.

B/B-UFSAR B.5-4 b. Radius measurements were taken at the top of each roof course at 30° intervals, to determine the horizontal distance from the vertical centerline of the containment to the dome roof liner plate.

c. The local contour of the dome was controlled by limiting the following deviations: 1. A 1-inch gap between the shell and a 15-foot-long template curved to the required radius when placed horizontally against the surface of the shell within a single plate section and not closer than 12 inches to a welded seam. 2. A 1-1/2-inch gap when the template above was placed horizontally across one or more welded seams.

3. A 3/8-inch gap when a 15-inch-long template curved to the required radius was placed horizontally against the surface of the shell within a single plate section and not closer than 12 inches to a welded seam. 4. A 3/8-inch gap when a 15-inch-long elliptical template was placed along the meridional of the surface of the shell within a single plate section and not closer than 12 inches to a welded seam. 5. A 1-inch gap between the shell and a 15-foot-long elliptically curved template when placed along the meridional surface of a shell within a single plate section and not closer than 12 inches to a welded seam. 6. A 1-1/2-inch gap when the elliptical template above was placed across one or more welded seams.

B/B-UFSAR B.6-1 B.6 CONTAINMENT STEEL BOUNDARY NOT BACKED BY CONCRETE The materials, fabrication, installation and testing requirements were in accordance with the 1971 ASME B&PV Code,Section III, Division 1, Subsection NE, with Addenda through Summer 1973. B.6.1 Materials The materials complied with the requirements of the 1971 ASME B&PV Code,Section III, Division 1, Paragraph NE-2000, and also to the following specifications: APPLICATION SPECIFICATION Emergency personnel airlock and equipment access hatch with integral personnel airlock SA516 Grade 70 Penetration pipe sleeves (i) up to 24 inch diameter SA-333 Grade 1 or 6 Seamless (ii) over 24 inch diameter SA-516 Grade 60 B.6.2 Quality Control B.6.2.1 Testing B.6.2.1.1 General The testing of the containment leaktight boundaries not backed by concrete were in accordance with the ASME B&PV Code,Section III, Division I, Subsection NE-5000.

B.6.2.1.2 Testing of Welds One hundred percent of all welds between penetration and flued fitting, and flued fittings and pipelines were examined by radiographic examinations. One hundred percent of all welds in the equipment hatch, personnel airlock, and penetration sleeves were inspected also by radiographic examination where possible. Where radiography could not be employed, ultrasonic examination was used. Penetration to insert plate welds and penetration to liner welds were magnetic particle or liquid penetrant examined in lieu of 100% radiography. Penetration insert plate to liner weld was spot radiographed and magnetic particle or liquid penetrant examined in lieu of 100% radiography. Penetration insert plate to frame welds for air locks and access openings were magnetic particle examined or liquid penetrant examined in lieu of 100% radiography. If a weld B/B-UFSAR B.6-2 failed to meet the acceptance standards specified in NE-5300,Section III of the ASME B&PV Code, the entire unacceptable weld was removed and the joint rewelded. The repaired areas were radiographed.

B.6.2.2 Fabrication and Installation B.6.2.2.1 General The fabrication and installation of the containment steel boundaries not backed by concrete were in accordance with the ASME B&PV Code,Section III, Division I, Subsection NE-4000. B.6.2.2.2 Qualification of Welders The qualifications of welders and welding procedures were in accordance with Section III, Division 1, Subsection NE-4300 of the ASME B&PV Code.

B/B-UFSAR B.7-1 B.7 STAINLESS STEEL POOL LINERS The liner for the spent fuel pool, fuel transfer canal and spent fuel cask pit are not covered by this section. For further details on these liners refer to Subsection 9.1.2.3. B.7.1 Materials Stainless steel pool liners were fabricated from A240 Type 304 Material, hot rolled, annealed and pickled and further processed by cold rolling.

B.7.2 Welding Welding procedures were in accordance with the ASME B&PV Code,Section III, Division 2, Paragraph CC-4540, and ASME Section IX. All seam welds were complete penetration groove square butt welds. The liner plate seam welds were examined and tested as follows: a. Radiographic examination was performed in accordance with the requirements of ASME Section V, "Nondestructive Examination." A minimum of 2% of all liner seam welds were examined.

b. Ultrasonic examination may be performed in lieu of radiography on liner seam welds when joint detail does not permit radiographic examination. c. Liquid penetrant examination was performed on austenitic materials. The weld surfaces and at least 1/2 inch of the adjacent base material on each side of the weld were examined. The examination coverage was 100% of all shop and field seam welds. d. Vacuum leak test was performed for leaktightness on all liner plate seam welds. B.7.3 Erection Tolerances Tolerances for free-standing liner work conformed to CC-4522.1.1 of Section III, Division 2 of ASME with the following additional requirements for the refueling water storage tanks: a. The radius of the cylindrical shell was within +/-3 inches of the theoretical radius. Radius measurements were made at 10 foot increments vertically and at 36° increments circumferentially.

b. The radius of the inner surface of the dome does not deviate from the design value by more than +/- 3 B/B-UFSAR B.7-2 inches. The height of the dome above the spring line was not greater than 6 inches above the design height, and in no case was it less than the design height above the spring line.

B/B-UFSAR B.8-1 B.8 OTHER STAINLESS STEEL ELEMENTS Stainless steel embedded plates and stainless steel checkered floor plates were fabricated from A240 Type 304 material, hot rolled, annealed and pickled. Stainless steel bars and rounds were fabricated from A276 or A479 Type 304 material, hot rolled, annealed and pickled. Stainless steel pipes were fabricated from A312 Type 304 or A358 Type 304 or A376 Type 304 materials, hot rolled, annealed and pickled. Stainless steel gratings were fabricated from A240 Type 302 or Type 304 materials, hot rolled, annealed and pickled prior to fabrication and then electropolished after fabrication. Stainless steel sump liners were fabricated from A240 Type 304 or Type 316 materials.

Stainless steel bolts were fabricated from A 193 Class 1 material.

Stainless steel nuts were fabricated from A194 material. Stainless shapes were fabricated from A276 or A479 Type 304 materials.

For further discussion on austenitic stainless steel, refer to Subsection 5.2.3.4.

B/B-UFSAR B.9-1 B.9 NUCLEAR STEAM SUPPLY SYSTEM (NSSS) COMPONENT SUPPORT STEEL B.9.1 General Material and Quality Control Programs for components support steel conformed to the requirements of Subsection NF of the 1974 ASME Code, Summer of 1975 addenda,Section III, Division I. All further references to Subsection NF in this section on NSSS component supports imply the same edition and addenda.

B.9.2 Steel Materials Component support steel materials are summarized in Table B.9-1.

B.9.3 Welding Qualifications All welding procedures were qualified in accordance with the welding procedure qualification requirements of NF-4300 of ASME Section III, Subsection NF. B.9.4 Quality Control B.9.4.1 General Certified material test reports which provide the results of all chemical analyses and mechanical tests were furnished in accordance with the requirements of NF-2000. Test reports included the results of Charpy Impact Tests which conformed to Subsection NF of the ASME Code. Identification of material requiring traceability was provided in compliance with Section III of the ASME Code.

B.9.4.2 Lamination Tests Plates loaded in tension during service in the through thickness (short-transverse) direction, as defined in NF-3226.5, Subsection NF of ASME,Section III, were examined by the straight beam ultrasonic method in accordance with ASME SA-578.

B.9.4.3 Nondestructive Examination of Welds Nondestructive examinations were conducted in accordance with the requirements of ASME Section V and NF-5000 of Section III Subsection NF. Acceptance standards for radiography, ultrasonic, magnetic particle, liquid penetrant, and visual examinations, complied with the requirements of NF-5000 of Section III, Subsection NF. B.9.5 Fabrication and Installation The fabrication and installation of NSSS component supports were accomplished in conformity with NF-4000 of ASME Section III, Subsection NF.

B/B-UFSAR B.9-2 REVISION 1 - DECEMBER 1989 B.9.5.1 Installation Tolerances Installation tolerances for (a) NSSS component support embedment location, and (b) centerlines and work points with reference to in-place NSSS component supports are specified on the design drawings.

B/B-UFSAR B.9-3 TABLE B.9-1 MATERIAL FOR NSSS COMPONENT SUPPORTS MATERIAL APPLICABLE ASME SPECIFICATION NUMBER PRODUCT FORM CODE PROVISION A618 GRADE III TUBE CODE CASE 1644 A588 GRADE A, B PLATES, BARS CODE CASE 1644 SHAPES SA-540 GR. B24 CLASS 1 BOLTING MATERIAL SECTION III AND CLASS 4 SUBSECTION NA TABLE I-13.3 A490 BOLTING MATERIAL CODE CASE 1644 SA-194 GR 7 NUTS SUBSECTION NA TABLE I-13.3 SA-533 CLASS 2 PLATE SUBSECTION NA TABLE I-1.1