RS-16-248, Byron/Braidwood Nuclear Stations, Revision 16 to Updated Final Safety Analysis Report, Appendix B - Construct Material Standards and Quality Control Procedures
Text
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 MATERIA L 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 P rocess 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, C hloride Ion Content B.1-7 B.1.3 Concrete Properties and Mix Design B.1-8 B.1.3.1 Trial Mi xtures B.1-9 B.1.3.2 Design M ixtures 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 Concr ete Testing for Concrete Used in Cont ainment B.1-11 B.1.3.6 Heavyweight Concrete B.1-11 B.1.4 Formwork B.1-11 B.1.5 Joints and Emb edded Items B.1-12 B.1.6 Bar Placement B.1-13 B.1.7 Bending or Straighte ning of Bars Partially Embedded in Set Concrete B.1-13 B.1.8 Batching, Mixing, De livery, and Placement B.1-14 B.1.9 Witness and In spections B.1-15 B.1.10 Concrete Placement B.1-15 B.1.11 Concrete Con trol Tests B.1-18 B.1.11.1 Fresh Concre te Testing B.1-18 B.1.12 Evaluation and Acceptance of Fresh Concrete B.1-19 B.1.13 Evaluation and A cceptance 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 Aggr egate Concrete B.1-23 B.1.18 Evaluation a nd 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 Sp ecifications B.2-3 B.2.3.3 Visual E xamination B.2-4 B.2.3.4 Sampling and Tensile Testing B.2-6 B.2.4 Reinforcing Steel Repa ir for Steam Generator Replacement Project Co ntainment Opening B.2-7 B.3 POST-TEN SIONING TENDONS B.3-1 B.3.1 General B.3-1 B.3.2 Materials B.3-1 B.3.2.1 Tendon M aterial B.3-1 B.3.2.2 Button heads B.3-1 B.3.2.3 Tendon S heathing 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 C onnections B.4-1 B.4.2.2 Welded C onnections 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 Fabric ation B.4-2 B.5 CONTAINMENT LINER WI THIN 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 Parti cle Examination B.5-2 B.5.3.1.2.4 Liquid Penet rant Examination B.5-2 B.5.3.1.2.5 Vacuum Box S oap 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 BO UNDARY 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 ST EEL 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 Qualif ications 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 Nondestructi ve 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 FREE ZING AND THAWING FREEZING AND THAWING ASTM C 33 AGGREGATE (in.) RESISTAN CE REQUIRED RESIST ANCE 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)
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Notes:
- 1. No concrete was poured when surrounding air in contact with the concrete was below 0
°F.
- 2. In all cases s ubsequent freezing of co ncrete was prevented by providing the pro tection recommended in Table 1.4.2 of ACI 306.
- 3. Since metal deck and noninsulated formwork do not prevent heat dissipation significant ly, concrete surfaces in contact with them we re considered as h aving exposed faces.
- 4. When concrete was placed at a temperature exceeding 70
°F, cement was added and mix adjus ted if water-cement ratio exceeded that of the mix design.
In computi ng water-cement ratio, total water a vailable as mixing water in concrete from whatever source was considered.
Adjusted mix proportions, including total water avail able, 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 yd 3 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 yd 3 to Compression C 31 One (1) each from Six (6) Tested at One (1) each from Six (6) Tested at 2000 yd 3 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 yd 3 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 yd 3 500 yd 3 to Compression C 31 One (1) each from Six (6) required Tested at 2000 yd 3 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 yd 3 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: R eactor 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 yd 3 of concrete, or C 231day and for each 50 yd 3 for each day's placement, if less Fresh Con- placed. than 50 yd
- 3. crete, Normal Temperature Sampling Unit Weight/C 138Dail y during production Not Required yield Mixer C 94 Initially and every 6 months Not Required Uniformity Slump C 143When tests on normal samples s howed measurement of a concrete property temperatur e, slump, or air content out of allowable l imits but within t he extreme values, an Fresh Concrete Air Content C 173 C 231 Additional Sample was ta ken from chute of the next available truck. If m easurement of this additional Tightened Temperature sample s howed this property to be within allowable limits, Sampling and deviations were not directly attributable to the transport from the truck chu te to the forms, this truck load was placed. If not within allowable limits a second additional sample was then t aken from the next available truck and tested. This procedure was continued until tests on two success ive additional sam ples had indicated that the concrete properties w ere 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
- 4 75 - 95
- 8 55 - 85
- 16 30 - 60
- 30 15 - 45
- 50 10 - 30
- 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
- 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 w ere Grade 60 deformed bars tested in accordance with criteria in NRC Regulatory Guide 1.15 for "Tes ting of Reinforced Bars for Category I Concrete Structures." They met the requirements of ASTM A615, "Specific ations for Deformed and Plain Billet-Steel Bars for Concrete Reinforcem ent," with the following modifications. Paragrap hs 4.2, 7.3, 8.3 and all of Sections 9 and 10 as indicated below were u sed in lieu of the same parts as specified in A615.
- a. 4.2 The chemical comp osition thus determined was transmitted to Purchaser or his representative.
- b. 7.3 The percentage of e longation for bars Nos. 3 through 11 was as pr escribed 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 specim ens 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 d eterminations on full size specimens were based on the nominal bar cross-sectional area as in Table 1.
9.3 The bend test speci men was full-sec tion of the bar as rolled. The pin diameter for the 90 o Bend Test was equal to 10d for Bars Nos. 14 and 18.
- f. 10. Number of Tests.
10.1 At least one speci men 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 in cluded both tension tests and bend tests.
B/B-UFSAR B.2-2 10.3 If any test specim en developed flaws, it was discarded and another full-s ection specimen of the same size bar from t he same heat substituted.
10.4 If any of the tens ile properties of one out of the total n umber of test spec imens corresponding to a heat was less than that specified in Section 7 as modified herein but was greater than the limits shown below, ret est 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 consi sted 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 addi tional test specimens and the average of all of the test specimens corresponding to the same bar size for this heat, (including the origi nal one) met the requirements of Section 7 of ASTM A 615, as mo dified herein.
10.5 If the original test failed to meet the limits indicated in Para graph 10.4, or if any
tensile or bending prope rty of specimens retested in accordance with Parag raphs 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 p ermitted.
All reinforcing was tagged or ma rked in a manner to ensure traceability to the Certified Material T est Report (CMTR) during production, f abrication, transpor tation 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 re inforcing was complete d 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 Chap ter 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 A CI 318, "Building Co de Requirements for Reinforced Concrete," or Cadweld spl iced. Bar sizes No. 14 and No. 18 were Cadweld spli ced. The splice was designed to develop the specified minimum ul timate strength of t he reinforcing bar.
B.2.3.1 Qualification of Operators
Prior to production spli cing, each Cadweld o perator prepared two qualification splices for each position used in his work. These were tested and met the join t 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 repre sentative, experienced in Cadweld splicing of reinforc ing bars, was required to be present at the jobsite at the outset of the work to demonstrate the equipment and techniques used for making qual ity splices. He was present for the first 25 production splices to o bserve and verify that the equipment was being used correctly and that quality splices wer e being obtained. For the restoration of the steam gen erator replacement containment opening, the manufacturer's representative was prese nt for a minimum of the first 10 production spli ces. The Cadweld manufacturer furnish ed the Certified Material Test Report for each lot of s plice sleeve material delivered. This report incl uded the physical and chemical properties of the s leeve material. The splice sleeves, exot hermic 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 absorpti on of moisture.
- b. Each splice sl eeve was visually examined immediately prior to use to ensu re the absence of rust and other foreign material on the insi de diameter surface, and to ensure the presence of gr ooves in the ends of the splice sleeve.
- c. The graphite molds w ere preheated with an oxyacetylene or propane torch to dri ve off moisture at the beginning of each shift when the molds were cold or when a n ew mold was used.
- d. Bar ends to be spliced were power-brushed to remove all loose mill scale, lo ose rust, concrete, and other foreign materi al. Prior to power-brushing, all water, grease, a nd paint were remo ved by heating the bar ends with an oxyacetylene or propane torch.
- e. A permanent line was m arked 12 inches back from the end of each bar for a re ference 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 pra ctical, different gauge lengths were use d, provided th ey were properly documented.
- f. Immediately before the splice sleeve was placed into final position, t he previously cleaned bar ends were preheated with an oxyacetylene or propane torch to ensure complete absence of moisture.
- g. Special attention was given to maint aining the alignment of sleeve and pouring basin to ensure a proper fill.
- h. The splice sleeve was externally prehe ated with an oxyacetylene or propane torch after all materials and equipment were in po sition. Pro longed 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 si ster test specimens were stamped with the operator identification mark.
B.2.3.3 Visual Examination
All completed splices (including the sis ter test specimens) were inspected to en sure compliance with the visual examination
B/B-UFSAR B.2-5 acceptance standards.
Splices that failed a ny requirement were rejected and replaced and not used as tensile test samples.
All visual examinations on completed spl ices were performed only after the s plices had cooled to amb ient temperature. The visual examinati on acceptances standards were:
- a. Filler metal was visib le at the end(s) of the splice sleeve and at the tap hole in the center of the sleeve. Except for void s, the filler metal recession was not more than 1/2 inch from the end of the sleeve.
- b. Splices did not contain slag or poro us metal in the tap hole or at the end(s) of the sleeves. When in doubt as to whether filler m etal or slag was in the tap hole, the riser was broken with a punch or file, filler metal shines wh ile slag rem ains dull.
If slag was found, the inspector removed slag at the tap hole and searched fo r filler metal. This requirement was not cause for rejection unless the slag penetrated beyo nd the wall thic kness of the sleeve. c. A single shrinkage bubble present in the tap hole was distinguished from g eneral porosity and it was not cause for rejection.
- d. The total void area at e ach end of the sleeves did not exceed the following lim its (for splicing bars up to Grade 60):
- 1. for No. 18 b ars - 2.65 in 2 2. for No. 14 b ars - 2.00 in 2 3. for No. 11 b ars - 1.5 in 2
- 4. for No. 10 bars and sp lice Catalog Number RBT-10101 (H) - 1.58 in 2 5. for No. 5 bars - 0.53 in 2 e. The distance between the gauge lines f or 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 us ed. The c enter 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 o ther documented distance.
B/B-UFSAR B.2-6 REVISION 7 - DECEMBER 1998 B.2.3.4 Sampling and Tensile Testing Splice samples were prod uction splices and s ister 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 spl ices. Separate sa mpling and testing cycles were established for Ca dweld splices in horizontal, vertical, and diagonal bars, for each bar grade and size, and for each splicing op erator as follows:
- a. one production s plice out of the first ten splices, b. one production and three sister splices for the next ninety production splices, and
- c. one splice, either pro duction 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 replac ement was based on sister splices in acco rdance 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 acce ptance 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 lo ading rates as stated in
ASTM A370 for the gr ade of rei nforcing bar.
- b. The average tensile strength of each group of 15 consecutive samples was equa l to or exceeded the ultimate tensile strength sp ecified 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 requir ements 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 sis ter splice used for testing failed to meet t he strength requ irements in (b) above and failure did not occur in t he bar, two additional sister splices we re tested. If either of these retests failed to meet the strength requirements, splicing was halted. Sp licing was not resumed until the cause of failu res were corrected and resolved to the sati sfaction of Sargent & Lundy.
- b. If the running average tensile stren gth indicated in (b) above failed to meet the tensile requirements stated therein, spli cing was halted. Sargent &
Lundy investigated the cause, determined what corrective action (if an y) 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 conta inment was damaged during the concrete removal process of the steam generator replacement project. The steel was repa ired by a welding process in accordance with AWS D1.4
-92. The reinforcin g steel has a carbon equivalent in excess of 0.55%, and ASME Sect ion III, Division 2 specifically limits fu sion welding of re inforcing bar to heats with carbon equivalents not greater than this level. AWS D1.4-92 allows welding of reinfor cing steel with ca rbon equivalents in excess of 0.55%, provided that low hydrogen elect rodes of the appropriate strength l evel are used, the electrode storage conditions are contr olled to preserv e their low hydrogen characteristics, and the appropr iate minimum preheat and interpass temperatur es are maintained.
The repair process r epresents a deviation from the Code; however, the NRC approved the re lief 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 fo r approval of a requ est for relief related to repair requir ements for damaged reinforcement steel.
B/B-UFSAR B.3-1 REVISION 7 - DECEMBER 1998 B.3 POST-TEN SIONING TENDONS B.3.1 General
A Birkenheimer, Brande stini, Ross, and Vogt (BBRV) post-tensioning system was used. Tendons con sisted of 170 1/4-inch diameter parallel lay wires.
Positive anchorage at ends was provided by buttonheading. The materials, erection and fabrication procedures, and test ing requirements conformed to the technical provisions of Sect ions CC-2400, CC-4400, and CC-5400 of the 1973 AS ME B&PV Code,Section III, Division 2, Proposed Standard Code for C oncrete Reactor Vessels and Containments, issued for interim tri al use and comme nts 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, havi ng a guaranteed minimum ultimate tensile strength, (f pu), of 240,000 psi a nd a minimum yield strength not less than 0.80 f pu , as measured by the 1.0%
extension under load method.
B.3.2.2 Buttonheads
The positive anchorage of tendons to anc hor 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 symmetri cally about the axis of wires and were free from harmful s eams, fractures, and flaws.
B.3.2.3 Tendon Sheathing Tendon sheathing through the fou ndation consisted of black seamless steel pipe, A STM A53, Grade B a nd the wall sheathing was a black interlocked steel strip conduit, 22 gauge minimum wall thickness, fabric ated to be watertight. The inside diameter of the sheathing was ap proximately 4.75 inches. All splices were sealed to prevent intrusion of ce ment paste. The tendon sheath splice was made using a sn ug fitting coupling approximately 1 foot l ong. The joints betwe en 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. S ome of the original tendon sheathing was removed during re storation of the containment opening fo llowing steam generato r replacement at Byron Unit 1.
B.3.2.4 Permanent Co rrosion Protection
A corrosion preventi ng grease, Viscono R ust 2090 P-4, Nuclear Grade was used as a te ndon casing filler.
B/B-UFSAR B.3-2 REVISION 11 - DECEMBER 2006 B.3.2.5 Anchor Heads For Byron Station, t he anchor heads conf ormed to ASTM A-322, "Specifications for Hot-Rolled Alloy Steel B ars," AISI 4140/4142 hot rolled, vacuum degassed, and heat treated to Rc 42
+/- 2 per MIL-H-6875D with a guaranteed ma ximum annealed h ardness of 217 Brinell.
For Braidwood Station, the anchor heads confor med to ASTM A-322 "Specifications for Hot-Rolled Alloy Steel B ars," AISI 4140/4142 Hardness Number of 38 to 43 per MIL-H-6875D.
B.3.2.6 Bearing Plat es and Shims Bearing plate and shim materials conformed to hot rolled ASTM A-36 plate to silicone-killed fine-grain practic
- e. 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 pro cedures conformed to Section CC-4400 with the exception t hat 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 incl uding all anchorage hardware. One test was performed on the vertic al group, one test on the dome group and two tests were performed on the horizontal group. The tendons were require d to carry a load co rresponding 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 Wir es and Buttonheads
Wires were tested in accordance with ASTM A421, "Specifications for Uncoated Stress-Reli eved Wire for Prestres sed Concrete." A bend test and buttonhead test was made on each coil of wire.
The bend test specimen was cold bent back an d forth in one place 90° in each direction ov er pins with a 5/8-inch radi us. 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 perf ormed to check the buttonhead machine a nd to confirm th e integrity of the buttonhead. The butto nhead was acceptable if failure occurred within the shaft of the wire. The but tonhead machine was routinely checked at the beginni ng of each shift.
Ten percent of the wires in each tendon were checked for buttonhead size and conformance with a "Go, No-Go" gauge. A ll buttonheads were visually examined to ensure th at splits, cracks, and/or slips did not exceed accep tance 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 1 2-inch long sample of wire was tested using a portable tensile tes t apparatus prior to initiating the b uttonhead operation on t he respective tendon.
The sample was
B/B-UFSAR B.3-3 REVISION 7 - DECEMBER 1998 prepared using the same equipment and operat ors that performed the buttonheading operation.
B.3.3.1.3 Tests on Corrosi on Preventative Grease The manufacturer of corrosion pr eventative tendon coating materials performed chemical ana lyses to measure the presence of water soluble chlorides, nitrates, and sulph ides and provided certification of compliance with the acceptance criteria given in the ASME Code, Se ction III, Division
- 2. In addition, each shipment of permanent co rrosion preventative grease was retested in the field to verify that the materi al had remained contaminant free.
B.3.3.1.4 Anchorage Hardwa re Tests and Inspections
Anchor heads were tested to 12 0% of the minimum ultimate tensile strength of the prestres sing steel employing a test machine that was chosen to simulate t he actual loading co ndition as close as possible. All welds were gi ven 100% visual examination for completeness, workmanshi p, and slag removal.
B.3.3.2 Fabricat ion Tolerances The differential length of any two wires in the same tendon did not exceed 1/16 inch f or wires up to 100 fee t long and 1/8 inch for wires over and up to 200 f eet long, and an additional 1/8 inch for each 100 fe et increment in length over 200 feet.
Trumpet perpendicularity was measured to ens ure that the angle between the trumpet and the bearing surface of the b earing plate was within a tolerance of
+/- 0.3 degrees. Ec centricity 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 lo cation on the bu ttonhead bearing surface. Drift was with in 0.035 inch from t he centerline. Wire hole diameter must have fallen within the ra nge of 0.257 inch to 0.264 inch.
B.3.3.3 Field Installa tion Tolerances Tendon bearing plate s were installed with a tolerance of +/- 0.25 inch from the specif ied locations. Crit ical dimensions were established for the placing of tendon sheath ing and the tolerance on these critical dimensions was +/-
0.5 inch. All gauges, instruments and jacks were calib rated against known standards that were traceable to the N ational Bureau of Standards. Elongation measurements commenced at 20% GUTS. The tolerance on lockoff pressure du ring the stressing operation was established by the cri teria that stress in the tendon wires at the anchor point after anchoring must have b een at least equal to, but could not have exceeded, the specifi ed value by more than 5%. The number of broken or defect ive 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 brok en or defective wires in any one group of tendons (hoop, vertical, or dome) was not al lowed to exceed 1%
of the total wires in the tendon group.
B.3.3.4 Corrosion Protection Tendons were pro tected from corrosiv e elements during fabrication, shipping, storage, and installa tion by application of a thin film of Visc onorust 1601 Amber, as made by Viscosity Oil Company, immediate ly after fabrication.
Further, tendons were shipped and stored in polyethylene bags. Tendons were not permitted to be expo sed to inclement w eather, condensation, or injurious agents such as solutions containing chlori de. Damaged or corroded tendons were rejected on inspection. Exterior exposed surfaces of bear ing plates and grease retaining caps were protected from corrosi on by application of a prime and a finish coat of paint. The prime coat of paint was required to have a minimum dry film thick ness 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 strengt h, low alloy corro sion-resistant steel. Structural steel tubing was ASTM A500, Grade B a nd ASTM A501.
B.4.2 Structural Steel Connect ions and Connection Material B.4.2.1 Bolted Connections
Structural steel bolted connections used AST M A325, Type 1 and ASTM A490, friction-type high strength bolts.
These high strength bolted connections co nformed to "Spec ification for Structural Joints using ASTM A325 or A490 Bolts" issued by the Research Council on Riveted and Bolted J oints of the Engineering Foundation a nd endorsed by the A ISC, and to Framed Beam Connections, Table I or II of the A ISC 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 conn ections, the load nut was torqued to a specified range (50-100 ft-lbs) a nd a jam nut was installed snugtight against the load nut. ASTM A36, "Specifications for St ructural Steel," n uts were used, with ASTM A36 threaded rods and all ASTM A307, "Specifications for Carbon Steel Externa lly and Internally Threaded Standard Fasteners," bolts.
B.4.2.2 Welded Connections
Standard welded beam c onnections conform to Table III or IV of AISC Manual. Shop and field welding procedures were in accordance with AWS Spec ifications listed in Table 3.8-2.
Selection of ele ctrodes 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 requ irements applied to th e fabrication and testing of structures and components. C ertified material test reports were furnished stating the actual results of all chemical analyses and mechanical tests required by ASTM specifications. Identif ying heat numbers were furnished on all structural steel to trace the st eel to the specific heat in which the steel was made.
B/B-UFSAR B.4-2 B.4.3.2 Testing and Insp ection of Weldments One hundred percent of all complete penetration groove welds had complete radiographic ex amination, excep t that welds impractical to radiograph were examined by u ltrasonic, magnetic particle, or liq uid penetrant methods.
The above nondestructive test me thods were in compliance with the following ASTM specifications:
- a. E94, "Recommended Practi ce for Radiogr aphic Testing,"
- b. E142, "Controlling Quali ty of Radiographic Testing,"
- c. E164, "Recommended Pract ice for Ultrason ic Contract Examination of Weldments,"
- d. E109, "Dry Powder Magn etic Particle Inspection,"
- e. E138, "Wet Mag netic Particle I nspection," and
- f. E165, "Recommended Pra ctice 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 fabr ication procedur es, and testing requirements conformed to the technical prov isions 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 ch annels), within the containment backed by concrete m et the requirements of the ASME B&PV Code,Section III, Division 2, Paragraph CC-25 00, and complied with the following sp ecifications:
APPLICATION SPECIFICATION Liner Plate SA 5 16 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 Radiogra phic 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 inc hes in length was taken for each welder and welding position in each additio nal 50 foot incr ement of weld.
In any case a mi nimum of 2% of liner seam weld was examined by radiography. All ra diographic examinations were performed as soon as possible after the weld was placed.
The spots selected for radiography were r andomly selected. Any two spots chosen for radiographic examination were at least 10 feet apart. If a weld failed to meet the acceptance stand ards specified in NE-5532,Section III of the AS ME B&PV Code, two additional spots were examined at locations not less than 1 foot from the spot of initial examinat ion. If either of t hese two additional spots failed to meet the acceptance standard s then the entire weld test unit was considered unacceptab le. Either the entire unacceptable weld was removed and the joint rewelded, or the
B/B-UFSAR B.5-2 entire weld unit was c ompletely radiographed and the defective welding repaired. T he repaired area s were spot radiographed.
B.5.3.1.2.2 Ultras onic Examinations Ultrasonic examinations were performed on 100% of the jet deflector support embedments.
If a weld failed to meet the acceptance standards s pecified 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 Par ticle Examination
Magnetic particle examination was performed on 100% of liner seam welds for f erritic material. If a weld failed to meet the acceptance standards s pecified in CC-5533 of Section III of the ASME B&PV Code, the weld was r epaired and reex amined according to the above Code using magnetic par ticle examination.
B.5.3.1.2.4 Liquid P enetrant Examination
Liquid penetrant examina tion was performed on 100% of liner seam welds for a ustenitic 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 pene trant method of examination.
B.5.3.1.2.5 Vacuum B ox Soap Bubble Test The vacuum box soap bu bble test was perf ormed on 100% of liner seam welds for l eaktightness. If leakage was detected the test was repeated after t he weld was repaired.
B.5.3.1.3 Leak Test Channels
Wherever leak-chase-system cha nnels were installed over the
liner welds, the channel-and-lin er plate welds w ere tested for leaktightness by pressurizing the channels to the containment design pressure and doing a pneu matic 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 hol ding period.
B.5.3.2 Fabrication and Installation
B.5.3.2.1 General
The fabrication and installati on of the containment steel boundaries backed by concrete were in accordance with the ASME B&PV Code,Section III, Division 2, Para graph CC-4500.
B/B-UFSAR B.5-3 B.5.3.2.2 Welding Qualification The qualifications of we lders and welding procedures were in accordance with Section III, Division 2, Par agraph 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 w as 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 fol lowing 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 se ction 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-inc h-long template curved to the required radius was placed against the surface of t he shell within a single plate sec tion and not closer than 12 inches to a welded seam.
- 4. A 3/4-inch deviation from a 10-foot straight edge placed in t he vertical di rection between circumferential seams.
Dome Tolerances:
- a. For each point the height of the dome above the spring line was no g reater than 12 inches above theoretical height b ut in no case was it less than the theoretical height a bove the spring line.
B/B-UFSAR B.5-4 b. Radius measureme nts 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 t he dome was controlled by limiting the fol lowing deviations:
- 1. A 1-inch gap between t he shell and a 15-foot-long template curved to t he required radius when placed horizontally aga inst the surface of the shell within a single plate sect ion 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-inc h-long template curved to the required radius was placed horizontally against t he surface of the shell within a single plate se ction and not closer than 12 inches to a welded seam.
- 4. A 3/8-inch g ap when a 15-inch-long elliptical template was placed along the meridional of the surface of the s hell 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 curv ed template when placed along the meridional sur face of a shell within a single plate section a nd 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 BOUN DARY NOT BACKED BY CONCRETE The materials, fabricati on, installation and t esting requirements were in accordance w ith 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 I II, Division 1, Paragrap h NE-2000, a nd 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 c ontainment leaktight boundaries not backed by concrete were in ac cordance 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 f ittings and pipelines were examined by radiographic examination
- s. One hundred percent of all welds in the equipment hatch, p ersonnel airlock, and penetration sleeves were inspected also by radiographic examination where possible.
Where radiography could not be employed, ult rasonic 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 a nd magnetic part icle or liquid penetrant examined in lieu of 100% radiography.
Penetration insert plate to frame welds for air locks and access openings were magnetic partic le examined or l iquid penetrant examined in lieu of 100% radio graphy. If a weld
B/B-UFSAR B.6-2 failed to meet the a cceptance standards spec ified in NE-5300,Section III of the ASME B&PV Cod e, the entire un acceptable weld was removed and the joint reweld ed. The repaired areas were radiographed.
B.6.2.2 Fabrication and Installation
B.6.2.2.1 General
The fabrication and installati on of the containment steel boundaries not backed by concrete were in ac cordance with the ASME B&PV Code,Section III, Division I, Subsection NE-4000.
B.6.2.2.2 Qualification of Welders
The qualifications of we lders 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 ST EEL POOL LINERS The liner for the spent fuel pool, fuel transfer canal and spent fuel cask pit are not covered by t his section. For further details on t hese 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 pic kled 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 examina tion was performed in accordance with the requ irements of ASME Section V, "Nondestructive Exam ination." A minimum of 2% of all liner seam welds were examined.
- b. Ultrasonic examination m ay be performed in lieu of radiography on liner seam welds when joint detail does not permit radiog raphic examination.
- c. Liquid penetrant examina tion was performed on austenitic materials. T he weld surfaces and at least 1/2 inch of the ad jacent base ma terial 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 per formed for lea ktightness on all liner plate seam welds.
B.7.3 Erection Tolerances
Tolerances for free-standing liner w ork conformed to CC-4522.1.1 of Section III, Divi sion 2 of AS ME with the following additional requireme nts for the refueling water storage tanks:
- a. The radius of the cy lindrical sh ell was within
+/-3 inches of the theoreti cal radius. Radius measurements were made at 10 foot inc rements vertical ly and at 36
° increments cir cumferentially.
- 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 t he 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 t he 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 f rom A240 Type 304 material, hot rolled, annealed and pickled.
Stainless steel bars a nd rounds were fabrica ted from A276 or A479 Type 304 materi al, hot rolled, anne aled 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 fa bricated from A2 40 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 f abricated from A 193 Class 1 material.
Stainless steel nuts were fa bricated from A194 material.
Stainless shapes were fabricated from A276 or A479 Type 304 materials.
For further discussion on austen itic stainless steel, refer to Subsection 5.2.3.4.
B/B-UFSAR B.9-1 B.9 NUCLEAR STEAM SUPPLY SYSTEM (NSSS) COMPO NENT SUPPORT STEEL B.9.1 General
Material and Quality Control P rograms for comp onents support steel conformed to the requirements of S ubsection NF of the 1974 ASME Code, Summ er of 1975 addenda,Section III, Division I. All further refere nces to Subsection NF in this section on NSSS component s upports 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 qual ified in accordance with the welding procedure qual ification requirements of NF-4300 of ASME Section III, S ubsection NF.
B.9.4 Quality Control
B.9.4.1 General Certified material t est reports which provid e the results of all chemical analyses and mechanical tests were furnished in accordance with the re quirements of NF-2000.
Test reports included the results of Charpy Impac t Tests which conformed to Subsection NF of the ASME Code.
Identification of material requiring traceability was provided in compl iance with Section III of the ASME Code.
B.9.4.2 Lamina tion Tests
Plates loaded in tension during service in t he through thickness (short-transverse) dir ection, as defined in NF
-3226.5, Subsection NF of ASME,Section III, were examined by th e straight beam ultrasonic method in acc ordance with ASME SA-578.
B.9.4.3 Nondestructive E xamination of Welds
Nondestructive examinati ons were conducted in accordance with the requirements of ASME Section V and NF-5000 of Section III Subsection NF. A cceptance standards for radiography, ultrasonic, magnetic particle, liquid pene trant, 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 Installa tion Tolerances Installation tolerances for (a) NSSS component support embedment location, and (b) ce nterlines and wo rk points with reference to in-place NSSS com ponent 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 PLAT E SUBSECTION NA TABLE I-1.1