ML20078A355
| ML20078A355 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 03/25/1985 |
| From: | GEORGIA POWER CO. |
| To: | |
| Shared Package | |
| ML20078A351 | List:
|
| References | |
| PROC-850325, NUDOCS 9406010131 | |
| Download: ML20078A355 (800) | |
Text
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D PROPOSED REVIEW SCHEDULE MODULE NO.1: CONL'1ETE, REBAR, CADWELDS DAY DATE TASK COMPLETION P 1 March 25, 1985 Receipt of module from Licensee 5 April 1,1985 Identification of all technical reviews needed (by review section/ branch) Identification of review schedule completion dates Technical review confirmati n letter issued
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,, 30, 60 April 24,1985 /.
Technical revi6w Atatus re ort - inputs f
,. issued by review branch /section to Vogtle J,y,a va ,4 $,,i,,f*roject Section - RII l c.15 7l, alh?Wy' l May 24, 1985 / (Progress, problems if any, adherence to 1 schedule )
105 July 8, 1985 . AILte.ghnical reviews, with detailed
. supporting data for discrepancies
[ t#, ce un[/ M[rk=iden,tified, to Vo providef.m##gtle Project Section j ,M n -c .oL A - 120 July 23, 1985 Readiness Review Report, identifying
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) all discrepancies and findings of NRC reviews, issued to GPC August 12, 1985 GPC response to review findings l140 150 August 22, 1985 Final NRC acceptance letter with outstanding issues identified for continued followup prior to licensing
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TABLE OF CONTENTS I Section Number Title f 5.0 Audits and Special Investigations 5.1 Georgia Power Audit Findings 5.2 NRC Inspections 5.3 INPO Evaluations 5.4 Self-Initiated Evaluation 5.5 Past Design and Construction Problems 5.5.1 Vandex Waterproofing y 5.5.2 Concrete Voids 5.5.3 Low Strength Concrete in Containment Wall 5.5.4 Relocation of Shear Ties in the Containment Basemats 5.5.5 Inadequate Support of Reinforcing Steel . 5.5.6 Reinforcing End Anchorage l 5.5.7 Cadweld Inspection ( 5.5.8 Unacceptable Reinforcing Steel in Placement l 5.5.9 Concrete Sampling Frequency ! 5.5.10 Cadwell Tensile Testing Cycles
; 5.5.11 Allegations of Concrete Problems 6.0 Program Verification esz d7 6.1 Design Program Verification 6.1.1 Scope and Plan 6.1.2 Design Program Verification Results Jf' 6.2 Construction 6.2.1 Summary 6.2.2 Technical Concerns of Potential Significance 6.2.3 Potential Programmatic Concerns 6.2.4 Phase I Commitment Implementation 6.2.5 Phase II Constraction Verification Program 6.2.6 Evaluation and Conclusions A>+\
- ;jgg , 7. 0 Independent Design Review i
7.1 Introduction 7.2 Scope 7.3 Review Methodology 7.3.1 Sample Selection 7.3.2 Implementation l
TABLE OF CONTENTS Section Number Title I 1 f f 4.2 Materials illEPl R 4.2.1 Supplier Quality Representative Program 1 4.2.2 Vendor Certification Documentation 4.2.3 Vendor Deviations 4.2.4 Receipt 4.2.5 Receipt Inspection j 4.2.6 Document Review and Acceptance 4.2.7 Storage and Inspection l 4.3 Training and Qualification 4.3.1 Engineers (Design) 4.3.2 GPC Construction Engineers 4.3.3 Contractor 4.3.4 Inspectors 4.3.5 Contract Inspectors 4.3.6 Survey I 4.4 Fabrication and Installation 4.4.1 Formwork, Waterstop, and Waterproofing : l 4.4.2 Reinforcing Steel Fabrication 4.4.3 Reinforcing Steel Installation 4.4.4 Reinforcing Steel Splicing
, (Cadwell Installation) l 4.4.5 Batching i ,
4.4.6 Preplacement, Placement, and Postplacement Activities 4.4.7 Core Drilling 4.4.8 Grouting
! 4.5 Inspection and Testing i
4.5.1 Batch Plant Testing and Inspection .. 4.5.2 Preplacement Inspection i )
! 4.5.3 Placement Insp9ction and In-process Testing i of Concrete t
4.5.4 Postplacement Inspection and Testing 4.5.5 Laboratory Inspection and Testing Core Drill It 4.5.6 4.5.7 Reinforcing Steel j 4.5.8 Cadweld Inspection and Testing xiv i
TABLE OF CONTENTS Section Number Title
,1. 0 Introduction 1.1 Introduction 1.2 Module Organization 1.3 Vogtle Project Status l 2.0 Organization and Division of Responsibility 2.1 Design Organization 2.1.1 Current Bechtel Organiza2 ion 2.1.2 Significant Changes 2.1.3 Current Southern Company Services organization 2.1.4 Significant Changes - Southern Company Services h*ATl 2. 2 ' Field Construction Organization 2.2.1 GPC Civil Engineering Secti'on 2.2.2 GPC Civil Quality Control 2.2.3 GPC Field Construction Operations - Coordination l 2.2.4 Walsh Construction Company
': 'cfg ') 2.2.5 Fundamental Materials 2.2.6 Significant Past Changes I l 2.3 Procurement 3.0 Commitments 3.1 Introduction 3.2 Definitions 3.3 Sources IE IE 3.4 Commitment Matrix pp it 3.5 Implementation Matrix 4.0 Program Description 4.1 Design U 'l E 4.1.1 Structures Description I
4.1.2 Design Process 4.1.3 Design Criteria 4.1.4 Drawings and Documentation 4.1.5 Design Control and Review 4.1.6 Reconciliation of As-Built Condition 4.1.7 References xiii
~'
TABLE OF CONTENTS Section j Number Title 7.4 Review Summary 7.4.1 General , 7.5 Review Findings l l 7.5.1 Concerns 7.5.2 Observations 7.6 Conclusion 7.6.1 Reinforced Concrete Structures 7.6.2 Material Specification 7.6.3 Design Change Evaluation Appendix 7A Independent Design Review Plan Appendix 7B Review Team Members Appendix 7C Documents Reviewed f 8.0 Program Assessments / Conclusions ; ,
! 8.1 Summary of Open Corrective Actions f 8.2 OA Statement 8.2.1 Commitment Matrix Preparation 8.2.2 Commitment Implementation Matrix 8.2.3 Construction Verification 8.2.4 OA Evaluation of Construction Verification 8.2.5 Design Verification Process and Sample 8.2.6 Design Verification Results 8.2.7 Summary 8.3 Technical Consultant's Statement 8.4 Readiness Review Board Statement : )
ll 0050a xvi
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MODULE NO:. MODULE C0HPLETiON DATE RR8 MIG. NRC ISSUE
% lo n 01 CONCRETE 31pc 03 INITIAL TEST PROGRAM 03/27/85 04/10&11/85
'ile t c 04 PROCESS PIFE 4/26/85 04/3/85 04/18819/85 C "b 06 ELECTRICAL E$11PKMT 04/24/85 05/10/8 OPEN 05/859/85 05/24/85
~~
05/28&29/85
% kc 08 STRUCIURAL STEEL 05/29/85 06/11812/85 6c{,,- PE P , 05 06/28/85 OPERATIONS ORGANIZATION &
g r-fd. ADMINISTRATION 06/12-85 6, i b sm - L'ii *02 06/26&27/85 07/12/85 M ^* OPERATIONS TRAINING & QUALIFICATION 06/26/85 07/10811/85 Cy\~ . LL kc 11 PIPE HANGERS 07/26/85 07/12/85 07/24&25/85 C -4 ~ 12 08/09/85 - W CABLES & TERNINATIONS 08/02/85 08/14&l5/85 C rb 13 FOUNDAIIONS 08/16/B5 08/23/85 4 S- 4 " 08/28&29/85 09/06/85 (g(,fn. 07 PLANT OPERATIONS 08/28/85 09/11&l2/85
. bM09 RADIOLOGICAL _ PROTECTION &
09/E0/85 lh CHEMISTRY 09/11/85 09/25826/85 ' %' [
-fI U 15 EMERGENCY PREPAREDNESS 09/27/85 10/04/85 .
16 10/09&10/85 MSSS 10/18/85[ ~ j 10/11/85 10/23&24/85 11/01/85 '
'. r 10 OPERATIONS TECHNICAL SUPPORT 10/23/85 11/6&7/85 f
"r k 17- E RACEWAYS 11/15/85 /,- -
11/15/85 '
/
L9L HhW 14 11/21822/85 12/06/85~ ~ ~ ~~ (',n,j m 18 - E PLANT MAIN 1ENANCE IIVAC/ FIRE PROTECTION 11/27/85 12/13/85 12/20/85 }Y,/ 12/16&l7/85 01/03/86 U nh 19 - E EtECTRICAL SUPPORTS 01/31/86
' Mw20 - E I&c 02/12813/86 02/21/86 i 02/21/86 02/25&27/86 03/07/86
'O O VOGTLE ELECTRIC GENERATING PLANT UNIT 1
- f READINESS REVIEW MODULE 1 - Reinforced Concrete Structures i
. O O O O 0064a
1 PREFACE Georgia Power Company (GPC), in order to gain added assurance of the operational readiness of the Vogtle Electric Generating Plant (VEGP), is conducting a pilot Readiness Review Program. The VEGP pilot Readiness Review program is a systematic, ("} in-depth self-assessment of work processes and verification of V compliance with regulatory commitments. To accomplish the VEGP l pilot Readiness Review program, the work processes and I regulatory commitments were divided into manageable segments called " modules." There are approximately 20 modules. Each module is a predefined scope of VEGP activities. Each module is intended to provide a brief description of the method of complying with project licensing commitments, pertaining to the module scope, found in the FSAR and is not intended to make further commitments or revise in any way prior commitments. Any differences between the commitments discussed in this document and the FSAR, if any, are unintentional and the FSAR governs. Activities common to several modules are provided as General Appendixes. There are approximately 10 appendixes. These appendixes, as appropriate, are referenced in the modules and are augmented in each module with module-scope-specific details as needed. The VEGP Readiness Review program is being conducted on a schedule to provide added operational readiness assurance to GPC management in support of the VEGP Unit 1 operating license. However, conclusions reached regarding programmatic and ! technical adequacy through review of VEGP Unit 1 are indicative l of Unit 2 since both units are being designed and constructed l together under a single Quality Assurance program, and like l management controls, procedures, etc., and to the same specifications and criteria. Stone and Webster Engineering Corporation has been contracted to ! provide technical management for and technical personnel to implement an independent design review as a part of the O. Readiness Review program. Additionally, Stone and Webster is reviewing project responses to Readiness Review findings for technical adequacy. The VEGP Readiness Review program is not intended to eliminate or diminish any authorities or regulatory responsibilities now O assigned to or exercised by the Nuclear Regulatory Commission or Georgia Power Company. Further, the Readiness Review program is not intended to change the techniques of inspections or assurance of quality program activities. Rather, the Vi>P Readiness Review program is an added program initiated by !PC management to assess the VEGP, and provide additional feedback O to management so that they may initiate any needed corrective actions in an orderly and timely manner. iii s
The scope of work processes and regulatory commitment compliance covered by each module will be assessed by and the module prepared and reviewed by individuals collectively familiar with the design, construction, and operational processes of nuclear power plants. It is the collective opinion of the Readiness Review Task Force, Readiness Review Board, and GPC management that, based on their experience, the methodology used in the module process will assess, on a programmatic basis, the adequacy of project commitment implementation. Readiness Review Discrepancy Reports and resulting dispositions are reviewed by the Readiness Review program quality assurance staff and are input into the normal project process for safety significance and potential reportability evaluations in accordance with regulatory requirements. O O O 0038a h iv
EXECUTIVE
SUMMARY
Introduction The intent of this module is to verify that Category 1 reinforced concrete structures comply with the Final Safety
'O Analysis Report (FSAR) commitments and that compliance is verifiable with existing project documentation.
The FSAR is the controlling or " baseline" document for the identification of commitments. () The verification program is a multistage process beginning with a description of work processes for engineering, procurement, and construction that translate FSAR commitments to the implementing documents such as drawings, calculations, I specifications, work procedures, and process procedures. Readiness Review Task Force-groups then review the project records to verify the existence of documents that demonstrate compliance with procedures and implementation of commitments. This review is supplemented by a walkdown of reinforced concrete structures. The method of identifying samples of documentation to be reviewed was designed to provide coverage over the current life of activities under review. The samples selected for each i O activity under review were established to provide confidence that the FSAR commitments were properly implemented in documents l under review. ; L l Five types of reviews were conducted: l o Programmatic review of the design engineering process to r l verify that FSAR commitments were properly implemented l into engineering documents; l e Technical review of design documents to verify that proper design requirements were considered and that i l those documents correctly implemented the licensing commitments; I e Programmatic review of construction to verify that construction complied with design and procedural requirements as described in engineering documents; i e A review of construction records to verify that the end products, used'in the construction process, comply with l FSAR commitments; l ' e A selective review of concrete structures for visual evidence that construction correctly interpreted design documents, that good workmanship practices were kq s v
observed, and that the as-built condition of the plant complies with FSAR commitments. J The review team members inclu'ded specialists from Georgia Power l Company, Southern Company Services, Bechtel Power Corporation, ! Teledyne Engineering Services, and Stone and Webster Engineering Corporation. Stone and Webster conducted an independent design review and participated in the selective visual review of concrete structures. In addition to the reviews described above, past audits and special investigations were described and resulting findings were evaluated for their individual and collective significance with regard to the quality of concrete structures. These investigations included GPC audit findings, NRC inspections, h INPO evaluations, and self-initiated evaluations (section 5). Verification reviews are structured to disclose discrepancies in the implementation of licensing commitments. When this occurs, l l discrepancies are identified on a discrepancy report that I initiates corrective action by the project organization. ! Discrepancies are given a finding number by the Readiness Review Task Force that is used as a control to assure that corrective action is completed. The findings are evaluated for individual l and collective significance with respect to the acceptability of i reinforced concrete structures. Those evaluations resulted in the identification of five areas where the findings were considered to have potential h significance. Three areas, inspector certification, missing postplacement reports, and jet impingement dynamic load factors, were technical. The other two, Deviation Reports with wrong approval signatures and missing Quality Control documents, were programmatic. In-depth evalu . ions by the project of the areas of potential significance led to the conclusion that the structures were adequate and the evaluation and disposition of these concerns resulted in no changes being required in the existing concrete structures. Two of the five findings required corrective action l which is in process. A number of additional findings of lesser significance were identified, evaluated, and dispositioned. Details are provided individually for each finding in sections 6 and 7. These areas of potential significance and the resulting evaluations have been reviewed by the Vogtle Project Quality l Assurance organization for safety significance and reportability in accordance with project procedures and were determined not to be reportable. Details of both the individual and collective significance evaluations and resulting corrective actions are provided in O vi
sections 6 and 7 of this module. Section 8 provides a summary
} listing of the in-progress corrective actions.
(~J ( l Program Review of Engineering Documents ! For Commitment Verification O) (_ Approximately 850 records which include design documents or training files were reviewed to assess the effectiveness of the design program for reinforced concrete structures. These were selected for review on the basis that they are the implementing documents for licensing commitments contained in the FSAR or 0, documents that are used to evaluate and approve changes to the implementing documents. These design documents and training i files included design criteria, calculations, specifications, change control records, and training records. Approximately The 100 of the 850 records were selected for detailed review. records selected for detailed review included design criteria, calculations, and specifications. The design program verification determined whether the licensing commitment was incorporated into the appropriate project design criteria and whether the commitments were carried through to various second order design documents such as calculations, drawings, specifications, and change control records ("% (FCRs/DRs). Approximately 80 percent of the commitments were (_) checked for incorporation into appropriate project design criteria. Additionally, approximately 50 percent of the commitments (including the 20 percent not checked for incorporation in the design criteria) were checked for incorporation in the second order design documents. The design program verification successfully traced the design licensing commitments to proper implementation in appropriate design documents. Six findings resulted from the design program verification, all of which were deviations from project procedural requirements. Each finding was individually evaluated and corrective action
- was developed by the project organization. Findings requiring s corrective action were evaluated by the project for possible effects on completed or in-process structures, and none was found to require rework or repair.
In an effort to assess collective significance, the six findings
, were grouped into three categories: calculations, design change
( documents, and training. Each category was evaluated for collective significance. The evaluators concluded that none of the finding categories had collective significance and that none of these findings represented trends that required further review or corrective action. vii
Technical Review of Engineering Documents For Commitment Verification The independent design review program assessment conducted by d Stone and Webster Engineering Corporation included a review of design calculations for concrete structures, a review of material specifications for components of concrete structures, ll and evaluation of design change control documents. Design Calculations Loads, loading combinations, analysis techniques, and structural
! design criteria and codes were principally found to be correctly understood and implemented in the design calculations in accordance with project licensing commitments. During this review, 13 items in the 84 design calculations reviewed were identified by the review team for additional evaluation. Of these 13 items, 5 were determined to require no corrective action and not to constitute a discrepancy.
An additional seven items were determined to be isolated occurrences related to individual calculations requiring corrective action only of those calculations. One issue was found to have generic applicability. In this case, there appeared to be a lack of detailed project instructions that would ensure proper consideration of the l dynamic effects of jet impingement, loading. The review and re-evaluations performed by Bechtel in response to this concern demonstrate that the structures have sufficient capacity to resist the dynamic effects of jet impingement loading, and revision of the General Civil / Structural Design Criteria to include specific instruction regarding appropriate dynamic load factors for this loading will prevent a recurrence of such omissions in the future. With regard to the seven items requiring correction of specific calculations and the re-evaluations performed to address the dynamic effects of jet impingement, no deficiency was found in the as-designed strength of the structure and no structural modification was required. Considering the large number of lh ' calculations reviewed and the small number of items requiring corrective action, the IDR team concluded that the design effort on this project was conducted in a controlled manner. Additionally, the IDR team concluded that issues raised by this review are isolated and the design of reinforced concrete h structures at plant Vogtle satisfies FSAR commitments. Material Specifiestions . Material specification requirements and detailed material inspection, testing, and control practices, as implemented in viii
1 I
/~' associated construction procedures, were principally found to be i in accordance with the project licensing commitments. The review initially identified 10 items involving the completeness of specification requirements or possible conflict between the ,
specification or associated procedure and the project licensing I commitments. Nine of these items were found, through additional i review by the IDR, to constitute no actual deficiency; l O therefore, no corrective action was required. In only one instance did a discrepancy actually exist between the project licensing commitment (with which the specification was consistent) and the requirements of the associated construction 4 In this instance, related to the requalification of procedure. cadweld splicers, the project has revised the construction O procedure to be consistent with the specification requirements. The project has also determined that the current site practice was in accordance with the specification requirements for splicer recertification. Therefore, no deficiency actually existed with regard to the project licensing commitment. Based on the limited nature of the findings in this area, the IDR team has concluded that the material specification requirements and detailed material inspection, testing, and control practices implemented in associated construction procedures were in accordance with the project licensing commitments. Design Change Evaluation Design changes and nonconformances were found to have been properly evaluated and dispositioned in a technically correct manner. Assessment Summarg i Based on the IDR team review of a representative sample of design documents and the limited and isolated nature of the resulting findings, the Independent Design Review Team found that design activities have been carried out in a controlled, technically sound manner, consistent with project licensing O commitments. Based on the consistency of work reviewed it is concluded that the reinforced concrete structure designs are technically adequate and satisfy the project licensing commitments. Program Review of Construction Documents For Commitment Verification The program verification for construction addressed two issues: O ix
l l i ) e Whether FSAR commitments are appropriately included in construction documents. lf e Whether the project quality records were effective in demonstrating that work activities were performed to specification requirements. Commitment Implementation i l l Construction procedurec were reviewed for verification that FSAR l commitments were included. The review resulted in 12 Of the 12 discrepancies, 5 were found to I discrepancy reports. l be valid, and corrective action was initiated by issuing a Licensing Document Deviation or a Field Procedure Change Notice. The evaluation of the discrepancies found that 4 of the l I discrepancies were cases where a specification provided specific details of a method of implementation that differed from the FSAR commitments. The evaluation of these discrepancies by engineering confirmed that the actual methods used by construction were consistent with accepted industry practice or were adapted to meet particular requirements for Vogtle. The resolution for these findings of minor deviations was addressed in licensing document deviations for FSAR revision. The remaining discrepancy identified failures of the l construction procedure to incorporate the applicable ASTM test methods. This is considered a procedural oversight since the appropriate criterion was being used in actual practice. A field procedure change notice has corrected this oversight. While the results of this review indicate minor differences between the FSAR and the implementing documents, the differences were recognized, evaluated by engineering, and determined to be technically acceptable. The quality of the ac-built condition of concrete structures was not affected by these differences. Construction Verification Program Approximately 4000 individual documents were reviewed to assess O the effectiveness of the construction process in controlling work activities associated with the erection of concrete Records were selected for review on the basis that structures. they reflect procedural documentation requirements and qualify as permanent plant records as defined in ANSI N45.2.9. l Six hundred and fifty elements were idcistified for verification in the following ten major areas of construction activities: material receipt, concrete placement, grout placement, deviation reports, core drilling, in-process tests, cadweld inspections, O X l
receipt of miscellaneous items, calibrations, and inspector 0 f qualification. Specific reviews were conducted to verify procedural requirements for construction materials, installation, and testing; inspector certification; calibration; deviation gg reports; and core drills. Field walkdowns were conducted for ; core drills and concrete curing to aid in resolving findings. (_) Evaluation Fifty findings resulted from the construction verification 'g - process. Each finding was individually evaluated and l dispositioned for corrective action. Findings dispositioned for corrective action were evaluated for possible effects on the ; completed and in-process structures and none was found to i require rework or repair as a result of the Readiness Review findings. In an effort to assess their collective significance, the 50 findings were grouped into six categories arranged by type of problem encountered: missed sample, accepted records not meeting specification, inaccurate records, improperly processed deviation reports, unique problems, and missing documents The collective significance of the findings in each of these j areas was evaluated. Based on these evaluations, the Readiness Review team concluded that an acceptable program for Os construction, inspection, and acceptance of reinforced concrete structures exists and that individually or collectively the findings did not indicate trends requiring a need for major revisions to the program. Two open items were identified (inspector training records and review of DRs for proper approval). Readiness Review concluded that these open items were " software" issues and would not require hardware rework or repair. The Readiness Review team is satisfied with the overall acceptability of the program for construction, inspection, and acceptance of reinforced concrete structures. O Readiness Review Technical Consultant Assessment The Readiness Review Board technical consultant for reinforced concrete structures has reviewed this report and participated in the planning of verifications. The consultant's activities were intended to apprise the board and the Readiness Review Task Force of: e Industry issues pertinent to this module; e Significant findings concerning concrete design; ( xi
1 J The technical adequacy of the evaluation process. e As a result of these activities, the technical consultant agrees O with the findings and their resolutions. On this basis it is concluded that the reinforced concrete structures are structurally adequate to meet their intended functions and at the completion of construction they will meet FSAR commitments. Readiness Review Quality Assurance Surveillance The process for the development of this module was monitored by the Readiness Review staff quality assurance representatives for general adequacy. Discrepancy Reports issued by the independent design review group, the construction verification team, and the design verification team were reviewed to assess the need for additional evaluation for reportability (10 CFR 21,In10 CFR addition, the 50.55e). None required additional evaluation. discrepancies were reviewed individually and collectively for generic issues; i.e., trends. Based upon review of the responses to individual Discrepancy Reports and generic concerns, the resolutions are adequate. Readiness Review Task Force Conclusion The review of project documentation and physical plant structures and the evaluation for significance of the individual and collective significance of findings resulting from this review determined that no changes to physical plant structures were required as a result of the findings. Therefore it is concluded that the civil concrete structures comply with FSAR commitments and that this compliance is verifiable with existing project records. O O 0041a xii
TABLE OF CONTENTS l 0 Section Number Title ,. 1.0 Introduction 1.1 Introduction
- 1.2 Module Organization 1.3 Vogtle Project Status
)() 2.0 Organization and Division of Responsibility 2.1 Design Organization 2.1.1 Current Bechtel Organization 2.1.2 .Significant Changes Current Southern Company Services Organization 2.1.3 4 2.1.4 Significant Changes - Southern Company Services
- 2.2 Field Construction Organization 2.2.1 GPC Civil Engineering Section 1 2.2.2 GPC Civil Quality Control 2.2.3 'GPC Field Construction Oper ations - Coordination 2.2.4 Walsh Construction Company Os 2.2.5 Fundamental Materials 2.2.6 Significant Past Changes 2.3 Procurement t
a 3.0 Commitments 3.1 Introduction 3.2 Definitions 3.3 Sources 3.4 Commitment Matrix "T 3.5 Implementation Matrix 4.0 Program Description j l 4.1 Design 4.1.1 Structures Description 4.1.2 Design Process 4.1.3 Design Criteria 4.1.4 Drawings and Documentation
- 4.1.5 Design Control and Review 4.1.6 Reconciliation of As-Built Condition 4.1.7 References .I
.O xiii l I
al
TABLE OF CONTENTS O Section Number Title 4.2 Materials 4.2.1 Supplier Quality Representative Program 4.2.2 Vendor Certification Documentation 4.2.3 Vendor Deviations 4.2.4 Receipt 4.2.5 Receipt Inspection 4.2.6 Document Review and Acceptance 4.2.7 Storage and Inspection h 4.3 Training and Qualification 4.3.1 Engineers (Design) 4.3.2 GPC Construction Engineers 4.3.3 Contractor 4.3.4 Inspectors 4.3.5 Contract Inspectors 4.3.6 Survey 4.4 Fabrication and Installation 4.4.1 Formwork, Waterstop, and Waterproofing 4.4.2 Reinforcing Steel Fabrication 4.4.3 Reinforcing Steel Installation 4.4.4 Reinforcing Steel Splicing (Cadwell Installation) 4.4.5 Batching 4.4.6 Preplacement, Placement, and Postplacement Activities 4.4.7 Core Drilling 4.4.8 Grouting 4.5 Inspection and Testing 1.5.1 Batch Plant Testing and Inspection 4.5.2 Preplacement Inspection 4.5.3 Placement Inspection and In-process Testing of Concrete 4.5.4 Postplacement Inspection and Testing 4.5.5 Laboratory Inspection and Testing i 4.5.6 Core Drill 4.5.7 Reinforcing Steel 4.5.8 Cadweld Inspection and Testing O xiv
\
- TABLE OF CONTENTS Section Number Title g~ 5.0 Audits and Special Investigations
-( 5.1 Georgia Power Audit Findings 5.2 NRC Inspections 5.3 INPO Evaluations 5.4 Self-Initiated Evaluation 5.5 Past Design and Construction Problems O 5.5.1 Vandex Waterproofing 5.5.2 Concrete Voids 5.5.3 Low Strength Concrete in Containment Wall 5.5.4 Relocation of Shear Ties in the Containment Basemats 5.5.5 Inadequate Support of Reinforcing Steel 5.5.6 Reinforcing End Anchorage 5.5.7 Cadweld Inspectic n 5.5.8 Unacceptable Re!tsforcing Steel in Placement 5.5.9 Concrete Samplang Frequency 5.5.10 Cadwell Tensile Testing Cycles 5.5.11 Allegations of Concrete Problems 'O(
%) 6.0 Program Verification 6.1 Design Program Verification 6.1.1 Scope and Plan j 6.1.2 Design Program Verification Results !
l 6.2 Construction l 6.2.1 Summary 6.2.2 Technical Concerns of Potential Significance j 6.2.3 Potential Programmatic Concerns l 6.2.4 Phase I Commitment Implementation 6.2.5 Phase II Constraction Verification Program l l 6.2.6 Evaluation and Conclusions i ! l 7.0 Independent Design Review l i
) 7.1 7.2 Introduction Scope 7.3 Review Methodology 7.3.1 Sample Selection 7.3.2 Implementation l
XV
TABLE OF CONTENTS Section Number Title 7.4 Review Summary 7.4.1 General 7.5 Review Findings 7.5.1 Concerns 7.5.2 Observations 7.6 Conclusion 7.6.1 Reinforced Concrete Structures 7.6.2 Material Specification 7.6.3 Design Change Evaluation Appendix 7A Independent Design Review Plan Appendix 7B Review Team Members Appendix 7C Documents Reviewed 8.0 Program Assessments / Conclusions 8.1 Summary of Open Corrective Actions 8.2 QA Statement 8.2.1 Commitment Matrix Preparation 8.2.2 Commitment Implementation Matrix 8.2.3 Construction Verification 8.2.4 QA Evaluation of Construction Verification 8.2.5 Design Verification Process and Sample 8.2.6 Design Verification Results 8.2.7 Summary 8.3 Technical Consultant's Statement 8.4 Readiness Review Board Statement 9 l 0050a h xvi
(}
1.1 INTRODUCTION
1.0 INTRODUCTION
This module is the first in a series of modules that provide an evaluation of the design, procurement, construction, and readiness for operation of the Vogtle Electric Generating Plant O Unit 1 and common facilities. It is intended to describe the method of complying with the project commitments found in the FSAR and is not intended to make further commitments or revise in any way prior commitments. Any differences between the commitments discussed in this document and the FSAR, if any, are
'~' unintentional. In the unlikely event that a difference between this module and the FSAR should occur, the FSAR shall take precedence and shall define the project commitments.
Module 1 contains a discussion of reinforced concrete structures that_ addresses the design, procurement, and construction of Unit 1, 2, land common Category 1 reinforced concrete structures. Als(Unit o-idEluded in the scope of this module are the radwaste transfer building, the transfer tunnel, and the turbine building as they may potentially affect Category 1 structures. Other structures not designated Category 1 and determined to not have an impact on Category 1 structures are not discussed in this module. The evaluation of reinforced concrete structures includes
\' design, procurement, and construction activities as they relate to concrete, reinforcing steel, and cadwelding within these structures. Other elements such as wall mounted and/or embedded plates, embedded piping, and embedded conduit are discussed in later modules. The post-tensioning system employed in the containment shell is covered in Module 13-C.
The effective date of this module is January 31, 1985. That is, changes in the included programs, organizations, commitments, etc. occurring after this date are not addressed. ) O O ,
4 1 5 l r I i 1 1 e 4 r
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d I l I 1 c' 1 1 4 i ?- 9 A. A e i e l 4 4 4 4 4 1 .i 9 4 4 d 1 ). 4 1 4 e i 1 J 4 J i k I 9 i j 4 1 1 9
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9 4 4 1 II i I
s ! u i t i i l . 1.2 MODULE ORGANIZATION i This module is divided into the following sections: ) l
- 1. Introduction j ()
)
- 2. Organization and Division of Responsibility - A brief description of the project organizations and their l
l j division of responsibilities as they apply to this
- module. The overall project organization is discussed j in Appendix A - Organization.
() 3. Commitments - This section contains project licensing commitments pertaining to reinforced concrete structures, within the scope of this module, as found in the FSAR, generic letters, and other documents. This section also lists documents that demonstrate
- implementation of these commitments.
) 4. Program Description - A brief description of.the j i processes for design, procurement, and construction l l applicable to the scope of this module. l 5. Audits - A description of the level of audit activity l J by OA or the NRC as it applies to this module. Also l included in this section is a description of any i ( special investigations performed on work contained in i
- this module and past problems identified.
l 6. Program Verification - A description of the
- verification plan development, implementation, and
- results, including corrective actions.
l 7. Independent Design Review - A description of the program of technical review of the design process, its 1 implementation, results, and corrective actions. I
- 8. Assessment - The evaluations and conclusion, by the j applicant's Readiness Review Task Force, the VEGP
!- Readiness Review board, Readiness Review program quality assurance staff, IDR team and Readiness Review ] board module " expert", of the subject work are stated j in this section. 2 i 4 s m y . , _ .w w -.rrm14 ,2e-,r,-e e
l.3 VOGTLE PROJECT STATUS In the spring of 1978 construction began on the first Category 1 structure with placement of reinforcing steel for the auxiliary building basemat. The first Category 1 concrete placement was made on July 31, 1988.
) As of January 31, 1985 overall Unit 1 and common structures were 75 percent complete and Unit 2 was 45 percent complete. Fuel load for Units 1 and 2 is scheduled for September 1, 1986 and March 1, 1988, respectively.
Concrete construction is 95 percent complete for Unit 1 and 66 O percent complete for Unit 2. Concrete is scheduled to be complete on Unit 1 June 1985 and on Unit 2 July 1986. The plant contains the following total estimated quantities for structures: Estimated Installed Unit 1 Quantities To Date Concrete 527,526 cu yd 503,093 cu yd Reinforcing Steel 47,411 tons 46,145 tons I Cadwelds 58,707 57,797 l l l Unit 2 Concrete 129,815 cu yd 86,074 cu yd l Reinforcing Steel 45,727 tnns 33,468 tons Cadwelds 65,036 56,491 O () 0029a
2.0 ORGANIZATION AND DIVISION OF RESPONSIBILITY O Georgia Power Company (GPC), acting on its own behalf and as agent for the Oglethorpe Power Corporation, the Municipal Electric Authority of Georgia, and the City of Dalton, Georgia, is responsible for the design, procurement, and construction of O the Vogtle Electric Generating Plant (VEGP). The Western Power Division of Bechtel Power Corporation (Bechtel) is contracted by GPC to provide architect / engineering (A/E) services. Bechtel is responsible for the design of all Category 1 structures with Southern Company Services (SCS) participating in the engineering and design activities of certain non safety-related structures under the technical direction of Bechtel. The organization and O- responsibilities of these companies are described in Appendix A. This module section includes a brief description of the organization and responsibilities of GPC, Bechtel, and SCS starting with the functional group level for design, procurement, and construction activities related to reinforced concrete structures. The SCS organization is discussed to the extent of involvement of those activities addressed in this module. It includes the organization and responsibilities of site cot: tractors involved in the construction process. The section does not describe all organizations and responsibilities, only those pertaining to the content of this module. O O 0012a O ,
2.1 DESIGN ORGANIZATION 2.1.1 CURRENT BECHTEL ORGANIZATION The Bechtel Power Corporation (Bechtel) employs the matrix organization concept with an individual assigned as project f~ engineering manager (PEM) and functional group heads reporting x to him for the performance of functional tasks. Project direction is provided by the PEM while functional direction is provided by discipline chief engineers. Project engineering for the scope of work related to the r~T analysis and design of safety related reinforced concrete (_) structures is composed of two groups, both reporting to the PEM: e Home office engineering (HOE); e Project field engineering organization (PFEO); The home office project engineering group supporting the PEM in the analysis and design of safety related reinforced concrete structures is comprised of the project engineer-design (PE-design), the civil-structural engineering group supervisor (EGS), the civil-structural building engineering group leaders (EGL), and the chief civil-structural engineer. The PFEO located at the jobsite is an extension of the HOE group and is (~} \_- comprised of the project engineer-field (PE-field), the civil-structural EGS-field, the building construction support EGL, and the reinforcing steel detailing drafting group leader (DGL). An organization chart for the scope of work related to the safety related reinforced concrete structures is shown in Figure 2.1-1. 2.1.2 SIGNIFICANT CHANGES The Bechtel field organization was established in April 1979 with the basic responsibility of coordinating, reviewing, and approving field change requests and deviation reports initiated by GPC-field operations. They are also responsible for (s assisting construction in the interpretation of design requirements and resolving problems. Between April 1979 and December 1983, the basic responsibilities of HOE and the field organization for concrete /rebar/cadwelds did not change, but because of the increase in construction activities for the (') \s/ various structures, the field organization was expanded in August 1980 from the original organization shown in Figure 2.1-2 to that shown in Figure 2.1-3, and in September 1981 to that shown in Figure 2.1-4. In December 1983, maintenance responsibilities of the concrete design / detail drawings (i.e., incorporate drawing change notice information resulting from field change requests and prepare selected Unit 2 (~)) ( issue-for-construction design / detail drawings) was transferred to the field. This organization is shown in Figure 2.1-1.
2.1.3 CURRENT SOUTHERN COMPANY SERVICES ORGANIZATION The SCS Vogtle Project organizational structure is a matrix type O in which project direction is provided by a proiect organization while functional direction (for design) is provided by the design departments. Figure 2.1-5 identifies the Civil Design Group responsible for tha turbine building design. The project engineer (PE) within SCS is functionally equivalent O to the Bechtel EGS. The PE has the overall responsibility of the detail design activities under his supervision. 2.1.4 SIGNIFICANT CHANGES - SOUTHERN COMPANY SERVICES Currently the civil, steel, and concrete PE has a dual functional reporting relationship to two functional design department managers (see Figure 2.1-5). This organization has been maintained since August 1982. Prior to this date there existed a civil steel PE and civil concrete PE reporting to their respective department managers with both reporting (project direction) to the DPM. The majority of turbine building design work was completed prior to this reorganization. O O O 0039a 2.1-2
r l i r I PftOJECT > l HOME OFFICE """'"'","," j FIELD . l I. MMW 1 PE PROJECT ENGINEER l EGS ENGINEERING GROUP SUPERVISOR CHIEF EGL ENGINEERING GROUP LEADER CIVfL/ _ l DCL DRAFTING GROUP LE ADER I t
; I I
CIVIL / CIVIU .I CfVIL/ STRUCTURAL STRUCTURAL l* STRUCTURAL STAFF EGS& EGS & I 1 DRAFTING DRAFTING SUPERVISOR SUPERVISOR g
.l l AUXILIARY FUEL MANDLif0G BUILDING EGL l l
l CONTROL
- CONSTRUCTION EGL EGL I-I CONTA8MafENT EGL PROJECT DIRECTION
- FUNCTtONAL DIRECTION I. =*-*-e- INDICATES PHvSICAL LOCATION I.
45tSCELLANEOUS g CATEGORv , . l Figure 2.1-1 BPC Vogtle Project Engineering Organization (December 1983 to January 1985)
, . - . . ..n. ~ = . , .,-~.~.--.......~~....--..--.._.....~,..,,.,_a
_ .~_ . . . -. - . . , n . .. . C O O C O l. I PROJECT HOME OFFICE ENGNeER i, FIELD
- i. '
.l LEGENO I
PE PROJECT ENGNEER e APE ASSIST ANT PROJECT ENGNEER
,,,,"l,;AL __________ I__. ,=; == -~~~-
DESMEN l EGL ENGINEERING GROUP LEADER DGL DRAFTING GROUP LE ADER I* CHIEF C3VILI CfVit/ ST URAL STRUCTURAL RESIDENT g ENGNoEER ENGleeEER , C ' - "" AUXILIARY l DRAFTING & BUILD 0NG SUPERVtSOR FUEL MANDUNG ENGileEER p, ButLDreG EGL l CONTROL , REBAR gygtgeggg g f TNM DETAILIP0G GAISCELLAleEOUS DGL CATEGMY11 STRUCTURES EGL
'le i I. ~ . . .
I CONTAINAGENT # POSITION ADOED SEPTEte8ER 1979 EGL . 1 l. l. PROJECT DWIECTION COORDINATgDN
= _ _ _ = FUNCTIOesAL OtRECTION
.. .-.., gNoeCATES PHYSICAL LOCATION Figure 2.1-2 BPC Vogtle Project Engineering Organization April 1979 to August 1980
~
c O O I. PROJECT I. HOME OFFICE ENQtNEER l FIELD I. LE'ENO I e PE PROJECT ENGINEER APE ASSISTAs*T PROJECT ENQaNEER P,,,1 ___________J__. -- - E--- SUPER-EGL E90GENEERING GROUP LEAOkR DESeGee l* DGL DRAFTIpeG GROUP LEADER I. 1 CHIEp C8W CIVILt l STRUCTURAL STRUCTURAL . RE M MY Ep0GaseEER l EpsGINEER i
.r**'-*-*
CivlLi AU18LIARY SUPE VtSOR FUEL IB8G
,
- E BUILDeMG EGL
.I
. l ItERAR CONTROL g COediftOL -
DETAILfMG SueLDING . DUILDING EGL ENGINEER DGL l I. titSCELLAteEOUS CATEGORYt COesTAlestBENT g CONTAsNESENT STRUCTURES EGL , ENGleeEER EGL l. I-I* Fu.nuiuN A ou G SG SABSCELLANEOUS -
- l. CATEGOftYl STRUCTUstES PROJECT 00 RECT 80N EpeGaNEER = = = -
- COORDINATIOce g
w vanven FUteCTIOstAL DNIECTION G SEPARATE GROUP FOR C8 & bl C.L STRUCTURES l ====._e= ING! CATES PMYSICAL LOCATION 1 Figure 2.1-3 BPC Vogtle Project Engineering Organizstion (August 1980 to September 1981)
h I i
\
l PROJECT I. El.GINEERING I. HOME OFFICE FIELD MANAGER l . I LEGENO I I PE PROJECT ENGINEER
- EGS ENGINEERING GROUP SUPERVISOR PHY AL ED DESIGN ENGeNEER DGL DRAFTMG GROUP LE ADER l
I CHIEF . CIVILl CIVILI g _ , STRUCTURAL STRUOTURAL RESIDENT ENGINE ER , ENGINEER p . == . _ .t CIVILt AURILIARY SUPERVfSOR FUEL HANDLaNG , STAFF ENGINE ER
.I REBAR CONTROL CONTROL DETA! LING BUILDING BUILDING DGL EGL ENG# SEER I
I MISCELLANEOUS CATEGORYt CONTA10000ENT CONTAINasENT STRUCTURES EGL ENGINEER EGL a
- l. ,
1 i FUELeUitD HA.NDLING Ga ISISCELLANEOUS
- l. CATEGORYI a PROJECT D4RECTION i STRUCTURES i
g ENG4NEER ==== == = = COORDINATION 4 l s-.. - FUNCTIONAL DIRECTION
- ..== = == = = IND4 CATES PHYSaCAL LOCAf TON 2
i l Figure 2.1-4 BPC Vogtle Project Engineering Organization
].
(September 1981 to December 1983)
, _. m _ r- --- - -
_. .. . ._._______._m . _ . _ _ _ _ . _ . _ _ _ . . . . . . - _ _ _ . . . _ _ _ _ _ . _ . _ . - _ _ . _ . _ . _ _ . _ _ . . . _ O O O . O O O O BECHTEL PROJECT ENGINEERING MANAGER u SCS PROJECT ENGINEERING - MANAGER I MANAGER civil MANAGER CIVIL DESIGN DISCIPLINE PROJECT CIVIL DESIGN CONCRETE MANAGER STEEL (NUCLEAR)
' I i .
CIVIL 4 STEEL AND CONCRETE PROJECT ENGINEER Figure 2.1-5 SCS Vogtle Civil Design Organization a
FIELD CONSTRUCTION ORGANIZATION ("} D 2.2 Georgia Power Company employs two civil contractors. The contractors are *dalsh Construction Company, the general civil contractor, and Fundamental Materials, Inc., the batch plant contractor. Georgia Power directs and maintains technical control of the work through three departments working under the /~S general manager vogtle nuclear construction: Field Construction (f Operations (coordination), Civil Engineering Section, and the Civil Quality Control Section. The administrative and schedule / budget sections also interface with the contractors but do not directly affect the quality of the work. The following
- is a description of the overall responsibility of each
( contractor and GPC section along with a description of the responsibility of each individual within the organization. The current construction organization is shown on Figure 2.2-1. 2.2.1 GPC CIVIL ENGINEERING SECTION The Georgia Power Company Civil Project Section provides coordination and support for contractors performing civil work. This includes providing assistance in the following area: e The development of civil construction procedures and assuring they are in compliance with Bechtel specifications and any applicable codes; e The resolution of problems regarding civil work including constructability issues, deviation reports, trends, field change request, and open items; e Dispositioning deviation reports and open items; e Providing material for the contractors by initiating purchase orders and releases as required; e Providing schedule and budget input to various site organizations; r- e Extensively interfacing with coordination and Quality (^T) Control on problem identification and resolution. l l l 2.2.2 GPC CIVIL QUALITY CONTROL The Quality Control Section (Figure 2.2-2) implements the GPC (w field quality control program to verify quality compliance of ( field construction activities. The Civil Quality Control Section assists the GPC Civil Engineering Section in developing implementing procedures and instructions and verifies that field construction, erection, and () installation conform to approved specifications, drawings,
codes, and other requirements. QC section personnel assist in the development of the forms, checkli sts , and other quality documents necessary to control activities and to demonstrate compliance with specified requirements. The civil QC inspectors inspect in accordance with established quality control procedures as required by the Vogtle project quality assurance program. This includes inspection of the work h as it is being performed by contractor craftsmen and documentation to verify the results. 2.2.3 GPC FIELD CONSTRUCTION OPERATIONS - COORDINATION The Site Coordination Group directs work at Plant Vogtle and O ensures work is completed in a timely manner. " hey interface with the site contractors to facilitate work flow. The lower tier coordination groups help bring field conflicts and problems to the attention of the area engineers and inform QC when inspection hold points are reached. They maintain a watch for productivity and quality problems. The Site Coordination Group is responsible for survey and layout work on the project. The Site Coordination Group reports to the building manager. 2.2.4 WALSH CONTRUCTION COMPANY Walsh Construction Company, a division of Guy F. Atkinson O Company, performs all concrete, reinforcing steel, and cadweld work in the power block structures under the guidance of the GPC QA program. Walsh works with the Civil Engineering Section to resolve constructability problems and to initiate change requests for drawings and specifications. They coordinate with Qua14,ty Control on work completion, acceptance, and resolution of deficiencies before the placing of concrete. Welsh receives their work sequence and direction from the coordination group. The Walsh organization is shown in Figure 2.2-3. 2.2.5 FUNDAMENTAL MATERIALS Fundamental Materials, a subsidiary of Sherman Industries, operates the two concrete batch plants at Plant Vogtle. Fundamental's contract includes materials batching, plant maintenance, and materials stockpiling. h Prior to August 1980, Walsh Construction Company was responsible for batch plant operation. O 2.2-2
2.2.6 SIGNIFICANT PAST CHANGES , In March 1979, the GPC organization was changed with the creation of the Quality Control and Coordination Sections . Prior to this time the inspectors performed both inspection and : coordination functions and were responsible to the discipline l project engineering section supervisors . This change organized i O the Quality Control and Coordination Sections into separate function groups which reported through their supervision and management to project management. This change was made to give i each group a better supervisory organization which could' deal with one objective and to separate inspection and coordination from the engineering group. At this same time, the project survey group was split into two ; groups: Field Operations and QC Survey Sections. The Field i operations Section provided layout and preliminary work. The QC ; Section provided final checkout and pour card signoff. In March , 1980, the two survey groups were combined into one section under the direction of the quality control manager. ; i In March 1982, the Survey Section was-transferred from the QC , group to the Field Operations Group. In November 1983, the I l Survey Section was disbanded because of a decline in the civil work load. The Field Operations Group retained survey personnel to perform the necessary layout and pour checkout work, and , provided the Civil Engineering Section a survey team to provide l settlement data. l (} , Figures 2.2-4, 2.2-5, and 2.2-6 are representative of some of the more significant organization changes made in the construction department. 0013a 2.2-3
O O O GEN.MGR. VOGTLE NUC.. CONST. DEPT. MGR. LABOR SCHEDJ REL. BUDGET ; i. MGR. SYS. COMPL. MGR. PROJ. CONST- ADMIN. MGR. O.C. MGR. OPERS. COST SCHED. SUPV. SUPV. UNIT t UNIT 2 CONTR. FIELD CONST. FIELD CONST. SUPP. MGR. MGR. MGR. I I l AREA m .- AM M - CONST. "C" SHIFT ELEC. OtSC. MECH. DISC. CML DISC. l&C DtSC. CONST. MAT. CONTJAUXJ - AUXJF.HJ CO E MGR. MGR. MGR. MGR. MGR. MGR. F.H. CONTROL I
^ PROJ. COMP. ELEC.SEC. MECH.SEC. CIVM. SEC. ISC SEC.
- T -
T U -WAREHOUSE AREAS AREAS
- REQUISITIONS
_ AREA MGR. . AREA MGR. - CONTROL CONTAINGAENT
-DISTRIBUTION 17iF16t(D95) i ; Figure 2.2-1 Present Construction Department Organization (Effective January 14, 1985) i
MANAGER QUALITY CONTROL l l l ASSISTANT ASSISTANT MANAGER MANAGER QUALITY CONTROL QUALITY CONTROL SURVEILLANCE civil MECHANICAL ELECTRICAL DOCUMENT REVIEW QUALITY CONTROL QUALITY CONTROL QUALITY CONTROL QUALITY CONTROL SUPERVISOR SUPERVISOR SECTION SUPERVISOR SECTION SUPERVISOR SECTION SUPERVISOR 166564a(091) Figure 2.2-2 Present Quality Control Organization
l i WALSH PROJECT MANAGER l l l l OA-QC TRAINING GENERAL PROJECT COORDINATORS COORDINATOR SUPERINTENDENT ENGINEER ASSISTANT GENERAL SUPPORT SUPERINTENDENT GROUP l I AREA CRAFT SUPERINTENDENT SUPERINTENDENT 2 insu.g>,i, Figure 2.2-3 Walsh Construction Onsite Organization
O O O O O O O 1 GENERAL MANAGER VOGTLE NUCLEAR CONST. DEPT. PROJECT ADMINISTRATIVE COST AND
" ' ^ ' " '
QUALITY CONTROL MANAGER MANAGER MANAGER MANAGER MANAGER FIELD ENGINEERING OPERATIONS SUPPORT I BUILDING CIVIL ENGINEERING MANAGERS SECTION MECHANICAL ENGINEERING SECTION ELECTRICAL ENGINEERING SECTION INSTRUMENTATION AND CONTROLS ENGINEERING SECTION mnscoss Figure 2.2-4 Construction Department Organization (April 1982 to January 1985)
O O O O O O O PROJECT CONSTRUCTION MANAGER ASSISTANT PROJECT ASSISTANT PROJECT CONSTRUCTION CONSTRUCTION MANAGER MANAGER ; MANAGER
^ l MANAGER ^ '"
QUALITY CONTROL FIELD OPERATIONS OPE AT ON iririsconi i i i Figure 2.2-5 Construction Department Organization (March 1979 to April 1982) I
O O O O O O O CONSTRUCTION PROJECT MANAGER I ASSISTANT CONSTRUCTION PROJECT MANAGER l
^"^ " MANAGER FIELD ADMINISTRATIVE OPERATIONS OPERATIONS MECHANICAL CIVIL ELECTRICAL FIELD OPERATIONS FIELD OPERATIONS FIELD OPERATIONS INSPECTION ENGINEERING SUPERVISOR SUPERVISOR 171715MD95)
Figure 2.2-6 Construction Department Organization (Prior To March 1979)
I 2.3 PROCUREMENT s The organization and responsibilities for the procurement of reinforcing steel, cadweld, and concrete materials is described in Appendix C - Procurement. Any exceptions are noted in section 4.2 of this module. O Materials used in the construction of reinforced concrete structures are purchased by Georgia Power Company to an engineering prepared specification and made available to the site contractors. O O i O I O 0014a 0
3.O COMMITMENTS
3.1 INTRODUCTION
This section contains, in matrix form, licensing and project commitments and the corresponding implementing documents. These are presented in two matrices, the commitment matrix and the O implementation matrix. A brief explanation of the development process for each matrix is also included. Differences between the commitments discussed in the section and the Vogtle Electric Generating Plant (VEGP) Final Safety ( Analysis Report (FSAR), if any, are accidental, and the FSAR <
)
prevails. l O O O O
d
- 3.2 DEFINITIONS Commitments are defined as the project obligations to regulatory guides, industry standards, branch technical positions, and other licensing requirements to the extent defined in the FSAR.
An implementing document is that working level document that O identifies project commitments as they apply to the specific work activity. O O O O i 4 r- . -, . . - -- - . . . , . . - . - - + - - - - . - - - . - ~ . . . ~ , - .
(^} 3.3 SOURCES U Commitments covered by this module are identified from the following sources: e FSAR including responses to NRC questions. o Responses to Generic Letters, e Responses to 1&E bulletins These sources are reviewed for commitments based upon guidelines f-developed from the definition, k' Implementation of commitments stated in the commitment matrix are typically contained in: e Design criteria, o Equipment / material specifications. e Construction specifications. e Construction procedures, e Technical specifications. e Operations procedures. ()% q_ V('% (~)
\_/
O V
t i d ,1 4 3.4 COMMITMENT MATRIX 1 Once identified by the Readiness Review team, the commitments ' are placed on the commitment matrix. Information identifying ~. the source, source section, subject, and module, are also
, indicated on the matrix. Any relevant comments concerning the j commitments or subject of the section are indicated in the '
Remarks column. The commitment matrix is presented in two forms in this module: ] one form is sorted by source and the other is sorted by , commitment. i l ! i l '4 2 i i l i O 4 1
i f C I COMMITMENTS ( I COMMITMENT COMMITMENT C09581TME NT DOCUMENT / RES PON SIB LTY I SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES r L p i f EXPLANATION OF FIELDS
- , Commitment Source i
The document containing the commitment (FSAR, Generic Letter.1.E. Bu111 tin Response, etc). Constiment Section ( Identifies the FSAR section, letter number, or question number. Commitment Sub. lect ( The subject of the FSAR section or generic letter.
, Document / Feature The document discussed in the FSAR section or the plant feature described in the FSAR section.
Module g The Readiness Review Modules appifcable to the section under discussion. ' Responsibility ( A "x" is placed under the heading for the organization responsible for implementing the commitment. i y D = Design P = Procurement C = Construction
, 0= Operations I
I o 9
Page No. 1 03/14/85 COMMITMENTS SORTED BT SOURCE,5ECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RE5 PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C o REMARES FSAR 1. 2. 2 RADNASTE RG 1.143 REV 1, 01 I SEE FSAR 1.9.143 & 11.4 FOR SOLIDIFICATION 10/79 DISCUSSION BUILDING DESIGN GUIDANCE FSAR 1. 2. 12 PRINCIPAL DESIGN 10 CFR 50, APP A 01 x CRITERIA FSAR 1. 9. 10 CADNELD-CATEGORT I RG 1.10 REV 1, 1/73 01 X I CONCRETE CONTAINMENT 5TRUCTURES FSAR 1. 9. 13 SPENT FUEL STORAGE BG 1.13 REV 1 01 I FACILITT DESIGN 12/75 BASIS FSAR 1. 9. 15 TESTING-RE8AR E0 1.15 REV 1, 01 X I SEE FSAR 3.8.1 CATEGORY I CONCRETE 12/72 STRUCTURES FSAR 1. 9. 18 STRUCTURAL RG 1.18 REY. 1, 01 I I I ACCEPTANCE TEST FOR 12/72 CONCRETE PRIMART l REACTOR CONTAINMENTS l l FSAR 1. 9. 27 ULTIMATE REAT SINE RG 1.27, REV 2, 1/76 01 I SEE FSAR 9.2.5 & 9.2.5.6 FOR NUCLEAR PONER PLANTS FSAR 1. 9. 29 5EISMIC DESIGN RG 1.29 REV 3, 9/78 01 I SEE FSAR T3.2.2-1 CLASSIFICATION FSAR 1. 9. 55 CONCRETE PLACEMENT RG 1.55, 6/73 01 I SEE FSAR 3.8 FOR CATEGORT I STRUCTURES FSAR 1. 9. 55 ACI 318-71 01 I
, FSAR 1. 9. 55 ACI 305-72 01 I FSAR 1. 9. 55 sci 306-66 01 I FSAR 1. 9. 55 ACI 308-71 01 I FSAR 1. 9. 55 ACI 347-68 01 I
{ l
. FSAR 1. 9. 55 ACI 304-73 01 I t
e e e G 9 e 9
O O O O O O Page No. 2 03/14/85 COMMITMENTS SORTED BT SOURCE.5ECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / BBS PON SIS LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARE5 FSAR 1. 9. 55 ACI 309-72 01 I FSAR 1. 9. 59 DESIGN BASIS FLOODS RG 1.59 BBV 2, 8/77 01 I SEE FSAR 2.4.3 2.4.4 3.4.1 FOR NUCLEAR POWER PLANTS FSPR 1. 9. 60 DESIGN RESPONSE RG 1.60 REV 1 01 E SEE FSAR 3.7.1 SPECTRA FOR SEI5MIC 12/73 DESIGN OF NUCLEAR POWER PLANTS FSAR 1. 9. 61 DAMPING VALUES FOR RG 1.61 10/73 01 I SEE FSAR 3.7.B.1, 3.7.N.1 SEISMIC DESIGN OF MUCLEAR POWER PLANTS FSAR 1. 9. 76 DESIGN BASIS TORNADO RG 1.76 4/74 01 1 '5EE FSAR 3.3 i FOR NUCLEAR POWER PLANTS FSAR 1. 9. 91 EVALUATION OF RG 1.91. REV 1. 2/78 01 I SEE F5AR 2.2.3 EXPLOSIVE NAZARDS IN THE SITE TICINITT F5AR 1. 9. 92 COMBINING MODAL N0 1.92 REV 1 2/73 01 1 SEE F5AR 3.7.8 3.7.N. 3.7.M.2.7 RESPONSES & SPATIAL COMPONENTS IN SE15MIC RESPONSE ANALYSIS FSAR 1. 9.115 PROTECTION AGAINST BG 1.115 REV 1 01 I PEE FSAR 3.5.13 i LOW TRAJECTORT 7/77 TURBINE MISSILES I F5AR 1. 9.117 TORNADO DE51GN RG 1.117 REV 1 01 I SEE FSAR 3.5 CLASSIFICATION 4/78 FSAR 1. 9.122 DEVELOPMENT OF FLOOR RG 1.122. NET 1 01 I SEE F5AR 3.7.3.2 i DESIGN RESPONEE 2/78 i + SPECTRA FOR SEIBMIC lA . DESIGN OF
! FLOOR-SUPPORTED EQUIP. OR (s COMPONENTS.
[) FSAR 1. 9.136 MATERIALS. ASME. SECT.III. D.2 01 I ASME. SECT.III. D.2 WAS NOT IN CONETRUCTION & "ME. CC-1980 (AEA EFFECT NREN CONST. PERMIT WAS TESTING OF CONCRETE Act 359-80) ISSUED. DESIGN WAS BASED ON ART. ()
.---.n._.-..-.~.~..~..~____--..-....-. . . . . . . . . . . . . . . . . - . - - - . . . . ~ . . . - - - - - .
CONTAINMENT CC3000 ONLY AND THAT WITH EECEPTION, REF 3.8.1.4 3.8.l.B t I a r t ( 4 I 3 k C G G G G e __ e - 9
O Page No. 3 03/14/85 '
. COMMITMENTS SORTED DT SOURCE,5ECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / BBS PON BID LTT ;
SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES ' _____.____ _____- ___________ ___________--- ___ ____________________ ______ ___ ___ ___ ___ _______________________________~__ FSAR 1. 9.142 BAFETT RELATED ACI 318-71(IN LIEU 01 I I I 1 CONCRETE STRUCTURES OF ACI 349-76)
, FOR NUCLEAR POWER PLANTS OTBER TEAM REACTOR VB58EL &
, CONTAINMENT ;
FSAR 1. 9.143 DESIGN GUIBANCE FOL BG 1.143 REV 1, 01 I 5EE FSAR T.3.2.2-1 511.4 RADIOACTIVE WA5TE 10/79 ; MGMT. 5T575M5 STRUCTURES & ! COMPONENTS INSTALLE9 IN LWC WPP ! FSAR 1. 9.143 ACI 318-71 (IN LIEU 01 I I I 0F 318-77) FSAR 2. 2. 3. 1 IDENTIFICATION OF RG 1.91 01 1 IN THE PRES 5URE LOADING ANALYSIS, POTENTIAL RAZARDS IN A STATIC LOAD OF 2pel WAS USED FOR SITE VICINITY SAFETT-RELATED STRUCTURES. 4 IIPLO510NS FSAR 2. 3. 1. 2 57RONG WINDS ANSI A58.1, 1972 01 I SEE F5AR 3.3 - GUST FACTOR AND
, WIND FACTOR DASED ON 110 mph AT 30FL.
FSAR 2. 3. 1. 2 DESIGN DASIS TORNADO RG 1.76, 4/74 01 I MARIMUM WINDSPEED 360 mph = 290 mph ROTATIONAL AND 70 mph TRANSLATIONAL FSAR 2. 4. 2. 3 EFFECTS OF LOCAL BANDD00E OF APPLIED 01 I h INTENSE ETDROLOGT, 1964 PRECIPITATION. FSAR 2. 4. 2. 3 EFFECTS OF LOCAL ROOF 5 OF SEISMIC 01 I .I INTEN85 CAT. I 8TRUCTURES PRECIPITATION DESIGNED FOR 18" PONDED WATER CORRESPONDING TO A' A LOAD OF 93.8 P5F FSAR 2. 4. 2. 3 EFFECTS OF LOCAL A 30P5F SNOW LOAD 15 01 I INTENSE APPLIED TO R00F5 0F (7 PRECIPITATION ALL BRISMIC CAT. I STRUCTURE 5 I ( FSAR 2. 4. 2. 3 RFFECTS OF LOCAL PMP BOOF SCUPPER 5 01 I
- j INTENSE ARE A MIN. OF 6"
!C i
m, a- -- - . - - - 1 1 6 4 4 O O 9 OE 2 (O d b W Q 08 0 E em E em moa E
- == b
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==
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O O O O O Pete No. 4 i 03/14/85 L COMMITMENTS SORTED RT SOURCE.5ECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MO D *J L E D P C 0 REMARES
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FSAR 2. 4. 2. 3 EFFECTS OF LOCAL ROOF DRAIN ST5TEMS 01 I INTINSE FOR ALL PRECIPITATION SAFETT-RELATED STRUCTURES ARE DESIGNED TO PA55 THE RUNOFF FROM THE PMP F5AR 2. 4. 2. 3 EFFECTS OF LOCAL SUFFICIENT PMP 900F 01 I INTENSE SCUPPER 5 ARE PRECIPITATION PROVIDED TO ENSURE THAT THE 18" MAI. PONDED DEPTH NOT EXCIEDED. , FSAR 2. 4, 4 DESIGN BASIS FLOOD RG 1.69 RET 2, 8/77 01 I FSAR 2. 4. 12. 4 DESIGN BASIS FOR MAIIMUM DE510N GOUND 01 I GROUND WATER LEVEL WATER LBTEL 165.0 FT. MSL FSAR 2. 5. 2. 6 SEIMSIC DESIGN RG 1.60, REV 1, 01 I SEE FSAR 3.7 RESPONSE SPECTRA 12/73 FSAR 2. 5. 2. 7 OPERATING CASIs ACCELERATION 0.125 01 I SEE FSAR 3.7 EARTHQUAER FSAR 2. 5. 4.10 LATERAL BARTR COEF. OF EARTN 01 I PRESSURE PRESSURE "AT REST" 0F 0.7 USED IN CALCULATING LATERAL EARTH PRES 5URE ON SUBTERRANEAN WALLS OF POWER BLOCE STRUCTURE FROM BACEFILL. FSAR 2. 5.C SUMMART OF 5AFE 58UTDOWN 01 3 SEISMOLOGY EARTRQUAEE 0.20 PHA
, -OPERATING BASIS 4 . EARTHOUAEE 0.12 PHA
!I i! \ FSAR 3. 1 CONFORMANCE WITH NRC 10CFR50, APP A 01 X SEE FSAR 53.1 I GEMBRAL DESIGN CRITERIA ) FSAR 3. 1. 1 CONFORMANCE WITR NRC 10CFR50, APP. A. GDC 01 I , GENERAL DESIGN 2 bI ( j'
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. t ) t O O O PaBe No. 5 03/14/85 !
COMMITMENTS SORTED BY SOURCE.5ECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIE LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 1. I CONFORMANCE NITH NRC 10CFR50, APP. A, 01 X GDC, OVERALL GDC-4 REQUIREMENTS FSAR 3. 1. 1 CONFORMANCE WITH NRC 10CFR$0, APP. A, 01 I GDC, OVERALL GDC-5 REOUIREMENT8 FSAR 3. 1. 2 CONFORMANCE WITH NRC 10CFR50, APP. A, 01 X GDC, PROTECTION EY GDC-16 MULTIPLE FUSION PRODUCT BARRIERS FSAR 3. 1. 5 CONFORMANCE WITH NRC 10CFR50, APP. A, 01 I GDC, REACTOR GDC-52 CONTAINMENT FSAR 3. 1. 5 CONFORMANCE NITH NRC 10CFR50, APP. A, 01 I GDC, REACTOR GDC-53 CONTAINMENT FCAR 3. 1. 5 CONFORMANCE WITH NRC 10CFR50, APP. A, 01 I GDC, REACTOR GLC-50 CONTAINMENT FSAR 3. 2. I SEISMIC IOCFR50, APP A. GDC 01 I CLASSFICATION 2 F5AR 3. 2. I SEISMIC 10CFR100 APP A 01 X CLASSIFICATION FSAR 3. 2. 1. 1 CLA5blFICATION OF RG-1.29 01 I SEISMIC CATEGORY I STRUCTURES, COMPONENTS AND SYSTEMS FSAR 3. 2. 1. 2 CLAS5IFICATION OF RG 1.29 01 I SEI8MIC CATEGORY I STRUCTURES, COMPONENTS AND SYSTEMS ( F5AR 3. 2. -2 V0GTLE ELECTRIC RG 1.29 01 X
- GENERATING PLANT , CLASSIFCATION SYSTEM
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Page No. 6 03/14/85 COMMITMENTS SORTED BT SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 2. 2-1 CLASSIFICATION OF RG-1.29 01 I I TABLE STRUCTURBS. COMPONENTS, SYSTEMS FSAR 3. 2. 2-1 CLASSIFICATION OF NOTE (e): SEISMIC 01 I I
' STANDARDS, CATEGORT RG 1.29 COMPONENTS, SYSTEMS FSAR 3. 2. 2-2 PRINCIPAL CODES AND ACI 318-71 01 I I STANDARDS FOR T.3.2.2-1 FSAR 3. 2. 2-2 PRINCIPAL CODES AND UBC-76 UNIFORM 01 1 STANDARDS FOR BUILDING CODE T.3.2.2-1 FSAR 3. 2. 2-2 PRINCIPAL CODES AND ASME, III, DIV. 2, 01 I I INDEI OF CODES USED IN T3.2.?-l STANDARDS FOR ART. CC TABLE T.3.2.2-1 FSAR 3. 3. 1 WIND LOADINGS FOR ANSI A58.1 01 I SEISMIC CATEGORT I STRUCTURES FSAR 3. 3. 1. 2 WIND LOADINGS FOR BC-TOP-3A. REY 3 01 I SEISMIC CATEGORT I 8/74 STRUCTURES l-FSAR 3. 3. 2. I DESIGN PARAMETERS RG 1,76 01 I FOR TORNADO LOADING FSAR 3. 3. 2. 2 PROCEDURE TO BC-TOP-3A, REV. 3, 01 I TRANSFORM TORNADO 8/74 WIND LOADS TO EFFECTIVE LOADS ON STRUCTURE FSAR 3. 4 CRITERIA FOR DESIGN RG 1.69 REV. 2 01 I BASIS FLOODS 8/T7 l FSAR 3. 4 CRITERIA FOR DESIGN RG 1.102, 9/76 01 I l
BASIS FLOODS FSAR 3. 4. 1. I FLOOD PROTICTION ONE WATERSTOP 01 I MEASURES FOR SEISMIC PROVIDED AT RACR k- CATEGORT I CONSTRUCTION JOINT STRUCTURES BELOW EL. 170 1 O O O O O O O
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Page No. 7 03/14/85 COMMITMENTS SORTED BT SOURCE.SECTION COMMITMENT COMM I -'/d F T COMMITMENT DOCUMENT / BBS PON SIB LTY SOURCE SP"aION SUBJECT FRATURE MODULE D P C 0 REMARES FSAR 3. 4. 3. I FLOOD PROTECTION TWO WATERSTOPS ARE 01 I MEASURES FOR SEISMIC PROVIDED AT BACR CATEGORY I SEISMIC SEPARATION STRUCTURES JOINT BELOW EL. 170 FT. AND ONE WATERSTOP IS PROVIDED BETWEEN EL. 170 FT. AND 220FT. FSAR 3. 5 MISSILE PROTECTION 10CFR50, APP. A. GDC 01 I 4 FSAH 3. 5 MISSILE PROTECTION RG 1.117 REV. 1, 01 X 4/78 FSAR 3. 5 MISSILE PROTECTION RG 1.27, REY. 2, 01 X 1/76 FSAR 3. 5 MISSILE PROTECTION RG 1.76, 4/74 01 X FSAR 3. 5 MISSILE PROTECTION RG 1.115 REV. 1, 01 5 7/77 FSAR 3. 5 MISSILE PROTECTION RG 1.13, REV. 1, 01 I 12/75 FSAR 3. 5. 1-7 PROTECTED SYSTEM & THIS TABLE SHOWS 01 I TABLE COMPONENT BARRIERS SYSTEMS & COMPONENTS AGAINST BETERNALLT MISSILE BARRIERS GENERATED MISSILES WITR MIN. CONCRETE THICENESS & DESIGN CONCRETE STRENGTH. FSAR 3. 5. 1, 2 INTERNALLT GENERATED A 3' TRICE CONC. 01 I MISSLES (INSIDE ROOF SLAB PROTECTS CONTAINMENT) THE CONTAINMENT LINER, ENG. SAFEGUARDS PIPES, AND COMPART. LOCATED OUTSIDE THE PRESSURIZER COMPART. FROM MISSILES
' POSTULATED FROM VALVES ON TOP OF THE PRESSURIZER.
i FSAR 3. 5. 1. 3 TURBINE MISSILE RG 1.115 01 I O O O O O O O
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Page No. 8 03/14/85 COMMITMENTS SORTED BY SOURCE.SRCTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOUNCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3. 5. 1. 3 MISSILE TARGET RG 1.117 01 E DESCRIPTION FSAR 3. 5. 1. 3 PROBABILITY OF THE BALLISTIC 01 E ADOPTED TO DETERMINE IF SPALLING DAMAGE TO TARGET RESEARCH LABORATORY OR PERFORATION WILL OCCUR UPON STRUCTURE EQUATIONS WITH A MISSILE IMPACT OF A SPECIFIED FACTOR OF SAFETY OF SLAB. 1.2. FSAR 3. 5. 1. 3 PROBABILITY OF RG 1.115 NRC MISSILE 01 E MISSILE GENESIS (PI) GENESIS IS Pl=lE10(4)/YR. & IS USED IN THE TURBINE MISSILE ANALYSIS TO SATISFY RG-1.Il5 REQUIREMENTS. FSAR 3. 6. 1. 4 MISSILES GENERATED WHERE CONCRETE 01 E BY NATURAL PHENOMENA EETERIOR WALLS AND ROOFS ARE USED AS BARRIERS. SUCR WALLS HAVE A 24" MINIMUM THICENESS. WHILE THE ROOF 8 ARE AT LEAST 21" TBICE. THE CONCRETE HAS A 28 DAY STRENGTH OF MINIMUM 4000pai. FSAR 3. S. 1. 8 TORNADO MISSILE STEEL ROD AND 01 E PER SRP DTD 11-24-73 SPECTRUM DESIGN UTILITY POLE ADEQUACY EVALUATION EVALUATION FSAR 3. 7.8 SEISMIC DESIGN UBC-76 01 E CATEGORY 2 BUILDINGS FSAR 3. 7.8 SEISMIC DESIGN CATEGORY II 01 E l STRUCTURES WILL BE
' SEPARATED BY DISTANCE OR BARRIER TO PREVENT THEIR l . COLLAPSE FROM
AFFECTING THE SAFETY RELATED FUNCTIONS I
OFADJACENT CATEGORY ! i( I STRUCTURES. I' 9 9 9 9 9 9 9
l O O O O O Page No. 9 03/14/85 COMMITMENTS SORTED BY SOURCE.5ECTION
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COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON 8IB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAW 3. 7.9 SEISMIC DESIGN ALL CAT. I 01 I STRUCTURE 5 ARE DESIGNED FOR THE 85E AND OBE CONDITIONS FSAR 3. 7.B. I 8EISMIC DESIGN - WEERE 555 OBE. PEAE 01 I SEISMIC INPUT GROUND ACCELERATIONS ARE 0.20g AND 0.12g RESPECTIVELY FSAR 3. 7.B. 1. 1 SEISMIC RESPON5E RG 1.60 01 I SPECTRA FSAR 3. 7.B. 1. 2 SEI5MIC DESION. TIME INTERVAL OF TBE 01 I DE8IGN TIME - ORIGINAL 245 MISTORY TIME-RISTORIE8 15 INCREASED FROM 0.0055 TO 0.015 THROUGE TBE U5E OF COMPUTER PROGRAM SMARE. F5kN 3. 7.B. 1. 2 8EI5MIC DESIGN - SYNTRETIC TIME 01 I SEISMIC INPUT HISTORY MOTIONS ARE 8CALED TO .20g AND
.12g TO OSTAINTRE 55E AND OBE TIME NI570 RIES.
RE5PECTIVELT. 1 FSAs 3. 7.B. 1. 2 EARTHQUAEE TIME BC-TOP-4A. REV. 3 01 I HISTORIES SEC. 2.5 11/74 (STMTHETIC) FSAR 3. 7.B. 1. 2 SEISMIC DESIGN. FLU 5R (COMPUTER 01 I DESIGN TIME RISTORY PROGRAM) USED FOR SOIL-8TRUCTURE INTERACTION ANALYSIS OF DEFPLY EMBRDDED 8TRUCTURES. i ( FSAR 3. 7.B. 1. 3 SEISMIC DESIGN. DAMPING VALUES FOR 01 I SEE FIG. 3.7.B.1-10
'g CRITICAL DAMPING LOWER 5AND STRATA VALUE8 ARE BASED ON 8EED
{ AND IDRISS CURVE 5 { FSAR 3. 7.5. 1. 3 SEISMIC DAMPING RG 1.61 01 I CABLE TRAYS. CON 51 STENT W/RG l.61 g
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O O - PeBe No. 10 03/14/85 COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / BES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES F5AR 3. 7.B. 2 STR. CLASSIFICATION RG 1.29 01 E FSAR 3. 7.B. 2. I SEISMIC SYSTEM FOR DEEPLY EMBEDDED 01 E ANALYSIS CATEGORY I ; STRUCTURES. THE CONTROL NOTION AT THE FINISHED GRADE LEVEL IN THE FREE FIELD. AND SOIL STRUCTURE INTERACTION ANALYSIS ARE PERFORMED USING THE FINITE ELEMENT METHOD. FSAR 3. 7.B. 2. I SEISMIC DESIGN 8C-TOP-4A. REV 3 01 E ANALYSIS METHODS 11/74 FSAR 3. 7.B. 2. 1 RYDR0 DYNAMIC TID 7024. AEC. 8/63 01 E EFFECTS. SEISMIC FSAR 3. 7.B. 2. 1 SEI5MIC SYSTEM FOR SEALLOWLY 01 E ANALYSIS EMBEDDED CAT.I STR., THE CONTROL NOTION 15 APPLIED AT THE FDN. LEVEL OF THE STR. IN THE FREE FIELD. AND SOIL-STRUCTURE INTERACTION ANALYSIS
.- ARE PERFORMED USING IMPEDANCE (NALF SPACE) MET FSAR 3. 7.B. 2. I SEI5MIC SYSTEM THE VEGP 15 01 E ANALYSIS COMMITTED TO MULTIPLY TRE ENVELOPE IN-STRUCTURE RESPONSE SPECTRA FOR i DEEPLY EMBEDDED I
,' CATEGORY I STRUCTURES BY A i'
SCALING FACTOR OF
\ l.5 (FEB. 20 1978 GPC LETTER).
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Page No. 11 03/14/85 COMMITMENTS SORTED BT SOURCE SECTION COMMITMENT COMMITMENT COf -TMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION S* JCT FEATURE MODULE L P C O REMAHKS FSAR 3. 7.8. 2. 1 SEISMIC SYSTEM RG 1.60 RET 1, 01 I ANALYSIS 12/73 FSAR 3. 7.B. 2. 4 SOIL STRUCTURE COMPUTER PROGRAM 01 E INTERACTION, DEEPLY FLUSH USED FOR EMBEDDED STRUCTURES FINITE BLEMENT SEISMIC ANALYSIS OF DEEPLY BMBRDDED STRbCTURES FSAR 3. 7.B. 2. 4 DEEPLT EMBEDDED SCALING FACTOR OF 01 E STRUCTURES 1.5 FOR ENVELOPE RESPONSE SPECTRA CURVES SO TRAT 60% DESIGN SPECTRA CURVES ENVELOPED. FSAR 3. 7.B. 2. 4 SEISMIC-SHALLON BC-TOP-4A, REV. 3, 01 I EMBEDDED STRUCTURES 11/74 FSAR 3. 7.B. 2. 4 BURIED SCALING FACTOR OF 01 E CAT. 1 TUNNELS STRUCTURES-SBISMIC 1.25 USED ON FREE FIE15 RESPONSE SPECTRA TO DEVELOPE CONSERVATIVE SEISMIC RESPONSE SPECTRA FSAR 3. 7.B. 2. 5 SEISMIC CATEGORY I RG 1.122 01 E FLOOR RESPONSE SPECTRA 4 FSAR 3. 7.5. 2. 6 THREE COMPONENTS OF RG 1.92 01 E EARTRQUAER MOTION FSAR 3. 7.B. 2. 6 THREE COMPONENTS OF BC-TOP-4A, REV. 3, 01 I EARTRQUAEE NOTION 11/74, SEC. 4.3 FSAR 3. 7.B. 2. 7 SEISMIC, COMBINATION BC-TOP-4A, REV. 3, 01 E OF MODAL RESPONSES 11/74 SEC. 4.2 i FSAR 3. 7.8. 2. 7 SEISMIC, COMBINATION RG 1.92 01 E OF MODAL RESPONSES L. FSAR 3. 7.B. 2. 8 INTERACTION OF THE TURBINE BUILDING 01 E NON-CATEGORY I AND THE RADNASTE I- STRUCTURES TO TRANSFER BUILDING t ADJACANT CATIOORY I ARE ANALY2ED TO I c 9
; 9 9 6 8 O O
O m_. E B I _. RT I O T EN R H O TLEG LHE TITT . AW AS O H TEO S FCE TPEI T FANMC I LOSU CU R RL I R EONET VCOSS S E R U T C U R T S O 4 ( I E i .
Page No. 12 03/14/85 COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 7.8. 2. 9 EFFECTS OF PARAMETER THE EFFECTS OF 01 E VARIATION ON FLOOR PARAMETER VARIATION RESPONSE SPECTRA ON FLOOR RESPONSE SPECTRA ARE ACCOUNTED FOR BY BROADENING THE PEAES ASSOCIATED WITH EACB STRUCTURAL FREQUENCY BY +/- 15 PERCENT. FSAR 3. 7.B. 2.11 SEISMIC SYSTEM ADDED CONSERVATISM 01 E ANALYSIS. CAT. I ... TORSIONAL INPUT EQUIPMENT SYSTEMS & GROUND MOTION IS COMPONENTS INCREASED 50 THAT TORSIONAL /BORIZONTAL RATIO AT GIVEN NODE IS MAIWTAINED THE SAME AS FOUNDATION LEVEL OF STR. FSAR 3. 7.B. 2.11 SEISMIC SYSTEM BASE SHEAR COMPUTED 01 ANALYSIS. CAT. I ... MULTIPLY EY 54 EQUIPMENT SYSTEMS OF MAR. PLAN AND COMPONENTS DIMENSTON AT FOUNDATION LEVEL . . FSAR 3. 7.B. 2.11 SEISMIC SYSTEM RG 1.60 01 ANALYSIS. CAT. I EQUIPMENT SYSTEMS & COMPONENTS FSAR 3. T.B. 2.11 TORSIONAL EFFECTS. ADDITIONAL 54 01 I SEISMIC CATEGORY I ECCENTRICITY WILL BE USED FOR TORSIONAL EFFECT. FSAR 3. 7.5. 2.11 RORIZONTAL RESPONSE RG 1.60 01 E SPECTRA, SEISMIC CATEGORY I . e SEISMIC CATEGORY I 2 FSAR 3. 7.B. 2.14 BC-TOP 4A. REV. 3 01 I
. OVERTURNING MOMENTS 11/74 SEC. 4.4 i
BC-TOP-4A. RET. 3 FSAR 3. 7.8. 2.15 SEISMIC-COMPOSITE. 01 E DAMPING 11/74 SEC 3.2 & 3.3 4 FSAR 3. 7.B. 3. 7 SEISMIC SUBSYSTEM BC-70P-4A. SEC. 4.2 01 I O O O O O O O
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Page No. 13 03/14/85 COMMITMENTS SORTED BT SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB tTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARKS FSAR 3. 7.8. 3. 7 SEISMIC SUBSTSTEM RG 1.92 01 I ANALYSIS. COMBINATION OF MODAL RESPONSES I FSAR 3. 8. 1-1 CONTAINMENT INDICATES LOAD 01 I TABLd LOAD-COMBINATION AND COMBINATION AND LOAD LOAD FACTORS FACTORS FSAR 3. 8. 1. 2 CONTAINMENT DESIGN ASME III. DIV.2 01 X 1975 THRU WINTER 1975 ADD.. ART CC 3000 FSAR 3. 8. 1. 2 CONTAINMENT DESIGN IOCFR50 APP. A. GDC 01 X 2 FSAR 3. 8. 1. 2 CONTAINMENT DESIGN 10CFR50 APP A. GDC 4 01 I FSAR 3. 8. 1. 2 CONTAINMENT DESIGN 10CFR50 APP. A. GDC 01 X 16 FSAR 3. 8. 1. 2 CONTAINMENT DESIGN RG 1.10 01 I FSAR 3. 8. 1. 2 CONTAINMENT DESIGN RG 1.15 01 X FSAR 3. 8. 1. 2 CONTAINMENT DESIGN 10CFR50 APP. 4 GDC 01 I 50 TSAR 3. b. 1. 2 CONTAINMENT DESIGN RG 1.18 01 I I STRUCTURAL ACCEPTANCE TEST 8 FSAR 3. 8. 1. 2 CONTAINMENT DESIGN RG 1.55 01 I FSAR 3. B. 1. 3 CONTAINMENT DESIGN. POST LOCA FLOODING 01 X LOADS AND LOAD OF THE CONTAINMENT COMBINATIONS IS POSTULATED TO REACR EL. 181FT. 2 IN. & IS CONSIDERED AS A RTDROSTATIC t LOAD FSAR 3. 8. 1. 3 CONTAINMENT DESIGN. BC-TOP-5-A. SUB. 01 LOADS AND LOAD 6.2.1 COMBINATIONS ( FSAR 3. 8. 1. 3 CONTAINMENT DESIGN. THE BLAST LOAD IS 01 X j LOADS AND LOAD CONSERVATIVELT TAKEN O O O O O O O
; COMBINATIONS AS A PEAR POSITIVE INCIDENT OVER t PRESSURE. .CONSIDERE 4 D IN DESIGN A5 AN !
EQUIVALENT STATIC PRESS. OF 2 PSI. i 4 h a I t l 4 I t l
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i
l Page No. 14 03/14/85 COMMITMENTS SORTED BT SOURCE.SECTION i COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY l MODULE D C 0 REMARES , SOURCE SECTION SUBJECT FEATURE P l FSAR 3. 8. 1. 3 CONTAINMENT DESIGN, CONTAINMENT DESIGN 01 X LOADS AND LOAD PRESSURE OF 52 PSIG COMBINATIONS FSAR 3. 8. 1. 3 CONTAINMENT DESIGN ASME III. DIV 2, ART 01 I LOADS CC 3200 FSAR 3. 8. 1. 4 CONCRETE BSAP (COMPUTER 01 E CONTAINMENT, DESIGN PROGRAM)
& ANALYSIS PROCEDURES COMPUTER PROGRAMS FSAR 3. 8. 1. 4 CONTAINMENT DESIGN BC-TOP-7 01 I FSAR 3. 8. 1. 4 CONTAINMENT DESIGN BC-TOP-8 01 E FSAR 3. 8. 1. 4 CONTAINMENT DESIGN, ASME III, DIV 2 ART 01 I CONTROL OF CRACEING, CC 3535 SRRINEAGE & CREEPING FSAR 3. 8. 1. 4 CONTAINMENT DESIGN ASME III, DIV 2 ART 01 X CC-3000 FSAR 3. 8. 1. 4 CONCRETE BSAP -POST (COMPUTER 01 B CONTAINMENT. DESIGN PROGRAMS)
& ANALYSIS PROCEDURES COMPUTER PROGRAMS i FSAR 3. 8. 1. 4 CONCRETE TENDON (COMPUTER 01 I CONTAINMENT, DESIGN PROGRAM)
& ANALYSIS PROCEDURES COMPUTER PROGRAMS PStu 3. 8. 1. 4 CONTAINMENT DESIGN BC-TOP-5A, SEC. 6.6 01 I l 6.2, & 6.3 I 1. 5 CONTAINMENT DESIGN, FSAR 3. 8. ASME III. DIV 2 ART 01 I FACTOR OF SAFETT CC 3000
, - FSAR 3. 8. 1. 5 CONTAINMENT DESIGN, ASME III. DIV 2 ART 01 X ALLOWABLE STRESSES & CC 3400 STRAINS I
{ FSAR 3. 8. 1. 5 CONTAINMENT DESIGN, BC-TOP-7 01 I I !' S e G G G G G
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Page No. 15 03/14/85 COMMITMENTS SORTED BT SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 HEMARKS FSAR 3. 8. 1. 5 CONTAINMENT DESIGN. BC-TOP-8 01 I ALLONABLE STRESSES & STRAINS FSAR 3. 8. 1. 5 CONTAINMENT DESIGN, ASME III, DIV 2 . 01 3 ALLOWABLE STRESSES ART CC 3400 FSAR 3. 8. 1. 6 CONTAINMENT, ACI 318-71 01 I CONCRITE BATCHING & PLACEMENT FSAR 3. 8. 1. 6 CONTAINMENT ASTM C33 01 I I AGGREGATE SPECS FSAR 3. 8. 1. 6 CONTAINMENT CONCRETE COMPRESSIVE STRENGTH 01 I TESTS AT 91 DATS FOR POZZOLAN CONCRETE & 28 DAYS Fen NON-POZZOm CONCRETE FSAR 3. 8. 1. 6 CONTAINMENT, ACI 304 01 X CONCRETE BATCHING / PLACEMENT FSAR 3. 8. 1. 6 CONTAINMENT-CEMENT ASTM C150 01 I X SPECS. FSAR 3. 8. 1. 6 CONTAINMENT, f'c = 5000 psi - 01 I CONCRETE BASEMAT. SLAB, GALLERT, SHAFT 81, f'c : 6000 pel - CYLINDER & DOME FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl31 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl42 01 X X B SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C289 01 X X E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl23 01 1 I O O O O O O O
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Page No. 16 03/14/85 COMMITMENTS SORTED ST SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES POW SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P c 0 REMARES FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C127 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C235 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM CllT 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM D1411 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C125 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C40 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl28 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl36 01 I I E SOURCE & 'g ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-WATER ASTM D 612 01 I FOR CONCRETE FSAR 3. 8. 1. 6 CONTAINNENT-AGGREGAT ASTM C295 01 I
' E SOURCE &
ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-WATER ASTM D1888 01 I POR CONCRETE FSAR 3. 8. 1. 6 CONTAINMENT-CONCRETE ASTM C618 01 I I l ADMIITURES FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C88 01 I I
, E SOUsCE
- 1 O O O O 9 O O
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Page No. 17 03/14/85 COMMITMENTS SORTED BT SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 8. 1. 6 CONTAINMENT-CONCRETE ASTM C260 01 X X ADMIXTURES FSAR 3. 8. 1. 6 CONTAINMENT-CONCRETE ASTM C494 01 X X ADMIXTURES FSAR 3. B. 1. 6 CONTAINMENT-CONCRETE ACI 211.1 01 X X MIX DESIGN FSAR 3. 8. 1. 6 CONTAINMENT-WATER ASTM D1411 01 I FOR CONCRETE FSAR 3. 8. 1. 6 CONTAINMENT-REINFORC ASTM A615, GR 60 01 X X ING STEEL FSAB 3. 8. 1. 6 CONTAINMENT, CONTROL RG 1.10 01 X SEE 1.9 OF CADWELD SPLICES FSAR 3. 8. 1. 6 CONTAINMENT-REINFORC ASTM A370 01 X ING STEEL FSAR 3. 8. 1. 6 CONTAINMENT-CONCHETE ACI 318-71 01 X TESTING FSAR 3. 8. 1. 6 CONCRETE CONTAINMENT WATER AND ICE FOR 01 X MATERIALS, QC & MIXING SHALL BE SPECIAL CONSTRUCTION CLEAN WITH A TOTAL TECHNIQUES SOLIDS CONTENT OF NOT MONE THAN 2000 ppe AS MEASURED. FSAR 3. 8. 1. 6 CONTAINMENT-REINFORC RG 1.15 01 X ING STEEL FSAR 3. 8. 1. 6 CONTAINMENT. TESTING RG 1.15 01 X
- R"INFORCING STEEL FSAR 3. 8. 1. 6 CONCRETE CONTAINMENT IN ADDITION TO ASTM 01 X MATERIALS, QC & C33 TO THE SPECIFIC SPECIAL CONSTRUCTION GRADATION THE FINE j TECHNIQUES AGGREGATE (SAND) HAS
. A FINENESS MODULUS l OF NOT LESS TBAN 2.5 NOR MORE THAN 3.0 DURING NORMAL i
OPERATIONS. ( 9 G G G G G G
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O O O O O O ' Pete No. 18 03/14/85 COMMITMENTS SORTED BY SOURCE.5ECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 8. 1. 6 CONTAIMMENT. RG I.55 01 I SEE 1.9 CONCRETE PLACEMENT FSAR 3. 8. 1. 6 CONCRETE CONTAINMENT THE MIXING WATER. 01 I MATERIAL 5 OC & INCLUDING THE FREE SPECIAL CONSTRUCTION WATER ENTRAINED IN TECHNIQUES THE AGOREGATE SHALL NOT CONTAIN MORE THAN 250 ppe OF CHLORIDES. F5AR 3. 8. 1. 6 CONCRETE CONTAINMENT ADMIXTURE 5 01 X MATERIALS. QC & CONTAINING MORE THAd SPECIAL CONSTRUCTION 1% BY WEIGHT TECHNIQUES CHLORIDE IONS ARit NOT USED. FSAR 3. 8. 1. 6 CONCRETE CEMENT CONTAINS NO 01 X e CONTAINMENT. MORE THAN 0.60% BT MATERIALS. OC. & WEIGNT OF ALEALIES SPECIAL CONSTRUCTION TECHNIQUE. CONCRETE FSAR 3. 8. 1. 6 MATL'5.. FAB. & ASME III. D.I. SECT. 01 I I EREC. OF CONTAIMMENT 5 REACTOR LINER PLATE SECT. CIII. D.I.
& THICERNED LINER SECT. II. 1971 THRU
, PLATES. CAD. & 1973 SUMMER ADDENDA. EMBEDS AT EL 169. FSAR 3. 8. 1. 6 CONTAINMENT LINER. AISI 1018 OR 1026 01 X PLATE ANCHORS & ASSOC. MARDWARE (CADWELD SPLICE 5) FSAR 3. 8. 1. T STRUCTURAL R0 1.18 01 I I STRUCTURAL ACCEPTANCE TEST. SEE ACCEPTANCE TEST l.9 FSAR 3. 8. 1. 8 CONTAINMENT DESIGN. ASME III. DIV 2 ART 01 X SEE FSAR 3.8.1.8 & l.9 SRP EVALUATION CC-3000 FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50 APP A. GDC 01 X STRUCTURE 5 50 FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50 APT 4 CDC 2 01 I STRUCTURES (
l Page No. 19 03/14/85 COMMITPENTS SORTED BY SOURCE.SRCTION l COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50 APP A. GDC 01 X STRUCTURES 4 FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50 APP A. GDC 01 X STRUCTURES 5 FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL ACI 318-71 01 I I I $EE FSAR 3.8.3.8 STRUCTURES INCLUDING 1974 SUPP. FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL RG 1.10 01 I STRUCTURES FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL RG 1.15 01 X STRUCTURES FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL RG 1.55 01 X STNUCTURES FSAR 3. 8. 3. 4 CONTAINMENT-INTERNAL ACI 318-71 W/1974 01 X SEE FSAR 3.8.3.8 STRUCTURES. DESIGN & SUPPL. ANALYSIS PROCEDURES
?SAR 3. 8. 3. 4 CONTAIMMENT. TID-7024, 8/63 01 X INTERNAL STRUCTURES.
REFUILING CANAL HYDRODYNAMICS FSAR 3. 8. 3. 4 CONTAINMENT. ACI 316-71 01 X SEE FSAR 3.8.3.8 INTERNAL STRUCTURES. OPERATING FLOORS DESIGN FSAR J. 8. 3. 4 CONTAINMENT. ACI 318-71 01 X SEE FSAR 3.8.3.8 INTERNAL STRUCTURES. INTERMEDIATE SLABS & PLATFORMS FSAR 3. 8. 3. 4 CONT. INT. BSAP (COMPUTER 01 I STRUCTURE. SECONDARY PROGRAM) SHIELD WALL. PRESS. COMPARTMENT & REFUELING CANAL l t ANALYSIS
' - FSAR 3. 8. 3. 4 CONT. INT. BSAP (COMPUTER 01 X l STRUCTURE. PRIMART PROGRAM)
{ SHIELD WALL ANALYSIS O @ O O O O O
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PeBe Ko. 20 03/14/85
, COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES
---------- -------------------- -----------------~~- -------------------- ------ --- --- --- --- -----------~~---------------------
FSAR 3. 8. 3. 6 CONTAINMENT. CONCRETE f'c = 6000 01 I INTERNAL STRUCTURES, pel (91 DAY STRENGTR MATERIALE FOR P0ZZOLAN CONCRETE & 28 DAY STRENGTR FOR NON-P0ZZOLAN CONCRETE) FSAR 3. 8. 3. 6 CONTAINMENT. ACI 318-71 01 I SEE FSAR 3.8.3.8 INTERNAL STRUCTURES. MATERIAL & QC FSAR 3. 8. 3. 6 CONCRETE AND STEEL FLATNESS OF CONCRETE 01 I INTERNAL STRUCTURE SURFACES: 3/8 INCHES OF CONCRETE CONT., IN MEASURE. 6 FRET CONSTRUCTION IN ANY DIRECTION. TOLERANCES FSAR 3. 8. 3. 6 CONCRETE AND STEEL PLUMBNE85 0F 01 I INTERNAL STRUCTURE CONCRETE WALLS: 1/4 OF CONCRETE INCRES IN MEASURE IN CONTAINMENT, 10 FRET. CONETRUCTION TOLERANCES FSAR 3. 8. 3. 6 CONTAINMENT, RG 1.55 01 I I INTERNAL STRUCTURES. MATERIAL & QC FSAR 3. 8. 3. 6.18 CONT.. INT. STRS., MATERIALS & QC 01- X X SEE 3.8.1.6 FOR COMMITMENTS g MAT *L. & Q.C. CONST. TOLERANCES FSAR 3. 8. 3. 8 SRP EVALUATION ACI 318-71 01 I ALTERNATIVE TO ACI 349 RG 1.142 1.55, 1.94. NOTE: LOAD COMBINATION RFOUIREMENTS OF SRP
. SATISFIED i
FSAR 3. 8. 4-3 OTBER CATEGORY I CONCRETE DESIGN LOAD 01 I TABLE STRUCTURES. CONCRETE COMBINATIONS 4 DE5IGN LOAD COMBINATIONS. STRENGTR METHOD I FSAR 3. 8. 4. 2 OTHER SEISMIC ACI 318-71 INCL. 01 X X X SEE FSAR 3.8.4.8 CATEGORY I 1974 5UPPL. 57RUCTURES. CODES i i 1
Pete No. 21 03/14/85 COMMITMENTS SORTED BY SOURCE.SBCTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3. 8. 4. 2 OTHER CATEGORY I RG 1.15 01 I STRUCTURES. NRC GUIDES FSAR 3. 8. 4. 2 OTHER SEISMIC 10CFR50 APP A. GDC 01 I CATEGORY I 4 STRUCTURES, GENERAL DESIGN CRITERIA FSAR 3. 8. 4. 2 OTHER CATEGORY I RG 1.143 01 X STRUCTURBS, NRC GUIDES FSAR 3. 8. 4. 2 OTHER SEISMIC 10CFR50 APP A. GDC 01 I CATEGORY I 2 ST3UCTURES, GENERAL DESIGN CRITERIA FSAR 3. 8. 4, 2 OTHER CATEGORY I RG 1.55 01 X STRUCTURES. NRC GUIDES FSAR 3. 8. 4. 2 OTHER SEISMIC 10CFR50 APP A. GDC 01 I CATEGORY I 5 STRUCTURES. GENERAL DESIGN CRITERIA FSAR 3. 8. 4. 2 OTHER CATEGORY I RG 1.10 01 X STRUCTURES, NRC GUIDES 'I FSAR 3. 8. 4. 2 OTHER SEISMIC RG 1.91 REV 1 2/78 01 X CATEGORY I STRUCTURES CODES & STANDARDS FSAR 3. 8. 4. 3 OTHER CATEGORY I ACI 318-71 01 X SEE T.3.8.4-3 STRUCTURES. LOAD COMBINATIONS FSAR 3. 8. 4. 4 OTHER CAT. I BSAP (COMPUTER 01 X STRUCTURES. NSCW PROGRAM) THREE COOLING TOWER DIMENSIONAL FINITE ANALYSIS ELEMENT MODELING FSAR 3. 8. 4. 4 OTHER CATEGORY I ACI 318/71 01 I LOAD COMB. PER SRP STRUCTURES. SHEAR O O O O O O O
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Page No. 22 03/14/85 COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3. 8. 4. 4 OTHER CATEGORY I ACI 318-71 01 I LOAD COMB. PER SRP. STRUCTURBS. RIGID BOX STRUCTURE DESIGN FSAR 3. 8. 4. 4 OTHER CATEGORY I A'J I 318-71 01 I LOAD COMB. PER SRP. STRUCTURES, SHELL STRUCTURE DESIGN FSAR 3. 8. 4. 4 CAT I STRUCT .SEIS. RG 1.143 01 I SEE 3.7. DESIGNED TO WITHSTAND DESIGN OF RADWASTE OBE. TRANS. BLDG, RADWASTE TRANS. TUNNEL & RADWASTE SOLIDIFI. BLDG FSAR 3. 8. 4. 4 OTHER CAT. I OPTCON (COMPUTER 01 I STRUCTURES NSCW PROGRAM) COOLING TOWER CONCRETE DESIGN FSAR 3. 8. 4. 4 OTHER CAT. I ACI 318 01 I NOTE: FSAR REFERENCES CODE ACI STRUCTURES, MSCW 381 WHICH SHOULD READ ACI 318 TOWER FAN DECE CONCRETE DESIGN FSAR 3. 8. 4. 5 OTHER CATEGORY I ACI 318-71 W/1974 01 I LOAD COMB. PER SRP. STRUCTURES, SUPPL. STRUCTURAL ACCEPTANCE CRITERIA FSAR 3. 8. 4. 6 OTHER CATEGORY I AUXILIARY BUILDING 01 X STRUCTURES. CONCRETE f'c=5000 psi STRENGTH ' OTHER BUILDING f'c=4000 psi (91 DAY STRENGTH FOR POZZOLAN CONCRETE & 28 DAY STRENGTH FOR NON-POZZOLAN
, CONCRETB)
FSAR 3. 8. 4. 8 SRP EVALUATION ACI 318-71 O! X X X
\
l FSAR 3. 8. 5-1 CATEGORY I MINIMUM FACTORS OF 01 R STRUCTURES SAFETY AGEINST OVERTURNING. SLIDING I & FLOTATION O O O O O O O
Page No. 23 03/14/85 t COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT CsMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY i SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3. 8. 5. I FOUNDATIONS A SEISMIC SEPARATION 01 I GAP IS MAINTAINED BETWEEN NEIGHBORING BUILDINGS. FSAR 3. 8. 5. 2 RG 1.10 01 I FSAR 3. 8. 6. 8 SRP EVALUATION ASME III, D.2, 01 I CC3000 USED FOR DESIGN OF
, CC-3000 CONTAINMENT FOUNDATION DESIGN FSAR 3. 8. 5. 8 SRP EVALUATION ACI 318-71 01 I USED FOR DESIGN OF OTHER CATEGORY I FOUNDATIONS. 349 NOT IN EFFECT.
NOTE: LOAD COMBINATION REQUIREMENTS OF SRP SATISFIED. FSAR 3. 8. 1. 6 CONTAINMENT-LINER AISI 1018 OR AISI 01 X PLATE ANCHORS & 1026 ASSOCIATED HARDWARE (CADWELD SPLICES) FSAR 3. B. 1. 1 COMPUTER PROGRAMS BSAP - POST 01 I USED IN ANALYSIS OF STRUCTURES USED FOR STRUCTURAL, SEISMIC AND GEOTECHNICAL ANALYSIS FSAR 3.B. 1. 2 COMPUTER PROGRAMS BSAP - DYNAM 01 I USED TO DETERMINE MODAL DAMPING USED FOR STRUCTURAL, INTOLVED WITH SOIL STRUCTURE SEISMIC & INTERACTION. GEOTECRNICAL ANALYSIS FSAR 3.B. 1. 4 COMPUTER PROGRAMS GEMD 01 I DETERMINES THE COMPOSITE DAMPING USED FOR STRUCTURAL. IN THE IMPEDANCE METHOD FOR SEISMIC & SEISMIC ANALTSIS GEOTECHNICAL
' ANAL' SIS FSAR 3.B. 1. 6 COMPUTER PROGRAMS BSAP 01 I USED FOR MAJORITY OF STRUCTURAL E
USED FOR STRUCTURAL, ANALYSIS CF STEEL AND CONCRETE SEISMIC & STRUCTURES. GEOTECHNICAL ( ANALYSIS FSAR 3.B. 1. 7 COMPUTER PROGRAMS SPECTRA 01 X USED TO DEVELOP RESPONSE SPECTRA L- USED FOR STRUCTURAL, CURVES FOR ALL SEISMIC CAT. I SEISMIC & STRUCTURES.
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( O Page No. 24 03/14/85 COMMITMENTS SORTED BY SOURCE.SBCTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3.B. 1. 8 COMPUTER PROGRAMS CLASSI 01 I USED TO COMPUTE IMPEDANCE FUNCTION USED FOR STRUCTURAL. OF A LAYERED MEDIUM SEISMIC & GEOTECHNICAL ANALYSIS FSAR 3.B. 1. 9 COMPUTER PROGRAMS SHAKE 01 I USED TO INCREASE TIME INTERVAL OF . USED FOR STRUCTURAL. BECHTEL SYNTHETIC TIME-HISTORY SEISMIC & ACCELERATED PROGRAMS FROM .005 TO GEOTECRNICAL .013 ANALYSIS FSAR 3.B. 1.12 COMPUTER PROGRAMS FLUSH 01 X USED TO SkISMICALLY ANALYZE DEEPLY USED FOR STRUCTURAL. EMBEDDED SEISMIC CAT. I STRUCTURES SEISMIC & GEOTECHNICAL ANALYSIS FSAR 3.B. 1.13 COMPUTER PROGRAMS ICES-STRUBL-II 01 I USED FOR STRUCTURAL ANALYSIS OF USED FOR STRUCTURAL, (McAUTO VERSION) AUI. BLDG. BASEMAT & PRELIMINARY SEISMIC & STRUCTURAL ANALYSIS OF NSCW ' GE0 TECHNICAL TOWERS. ANALYSIS FSAR 3.C-1 DESIGN OF STRUCTURE DECTILITT RATIOS 01 X TABLE GIVES ALLOWABLE DUCTILITY FOR TORNADO MISSILE RATIOS DOR REINFORCED CONCRETE AND INPACT STRUCTURAL STEEL. l DUCTILITY RATIOS I l FSAR 3.C. 2. I DESIGN OF STRUCTURE ALL SAFETT RELATED 01 X i FOR TORNADO MISSILE STRUCTURES ARE IMPACT PROVIDED WITH 24 INCE MINIMUM WALL THICENESS. FSAR 3.C. 2. I DESIGN OF STRUCTURE ALL SAFETY RELATED 01 E FOR TORNADO MISSILE STRUCTURES ARE IMPACT PROVIDED WITH f*c = 4000 poi MINIMUM STRENGTH CONCRETE. r FSAR 3.C. 2. I DESIGN OF STRUCTURE ALL SAFETY RELATED 01 X k FOR TORNADO MISSILE STRUCTURES ARE IMPACT PROVIDED WITN 21 INCRES MINIMUM ROOF I. THICENESS. ('
Page No. 25 03/14/85 COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT __________ ____________________ ____________________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ MODJLE FEATURE _ _ _ _ _D_ _ _ P_ ' _ C_ _ ___ 0 REMARKS FSAR 3.F. 2. 1 HAZARDS ANALYSIS. RG 1.29 POSITION 01 X EARTHQUAKE ANALYSIS C.2, SEISMIC DESIGN ASSUMPTIONS CLASSIFICATION. FSAR 3.F. 4. I HAZARDS EVALUATION. THE WALLS OF THE AFW 01 I AUI. FREDWATER PUMP PUMP ROOMS ARE ROOM CAPABLE OF WITHSTANDING THE MAXIMUM DIFFERENTIAL PRESSURE OF 1.68 PSI FSAR 6. O ENGINEERED SAFETY 10CFR100 01 I BLOG IS DEFINED AS ESF SYST. FEATURES FSAR 6. 2. 1. 2 CONTAINMENT SU8 COMPARTMENTS IN 01 X PRESSURE TRANSIENTS FROM COMPUTER SUSCOMPARTMENTS CONTAINMENT DESIGNED PROG. COCO SEE 6.2.1.1.3 DESIGN BASES TO WITHSTAND THE 6.2.1.1.3.3, 6.2.1.2.3 6.2.1.4.3 TRANSIENT DIFF. PRESSURES & JET IMPINGEMENT FORCES OF A POSTULATED PIPE BREAK FSAR 6. 2. l.-l CONTAINMENT DESIGN CONTAINMENT DESIGN 01 TABLE LIMITS & CALCULATED PRESSURE CONTAINMENT PEAR 52psiE.-3psit DESIGN PRESSURE & TEMPERATURE 400 TEMPERATURE DEGREES F. FSAR 6. 5. 3. 1 PRIMARY CONTAINMENT 10CFR100 01 I WALLS, LINER PLATE - UNIT RELEASE a
- SUCH THAT RESULTING OFF-SITE DOSES LESS THAN IOCFR100 FSAR 9. 1. 2. 3 SPENT FUEL STORAGE RG 1.13 01 I SAFETY EVALUATION FSAR 9. 2. 5 NSCW TOWERS RG 1.27, REV 2, 1976 OI X SEE 9.2.5.6 FSAR NOT CONSISTENT i FSAR 9. 5.10. 1. I EMERGENCY RESPONSE 10CFR50, APP. A, GDC 01 X SHIBLDING IN CONJ. WITH HVAC WILL
! FACILITIES 19 LIMIT RAD. DOSES TO THAT SPECIFIED l TECH. SUPPORT IN GDC 19 CENTER GENERIC 11-15-77 SEISMIC ANALYSIS JUSTIFICATION WILL 01 I FSAR 3.7.8.2.4 g LETTER (SUPPL. 3 OF BE PROVIDED WHEN APPLICATION FOR VIBRATORY MOTION CONSTRUCTION PERMIT CA1.CULATED AT O O O O O O O
. -. .. ...m . .. . . _ _ _ _ . . ._ _ _2._........ _ _ , . _ ..__ . _ _ __,,_.,___,,,.,_,__.,,,,m_. . , , _ , , , _ . , , , , , , . _ , _ .,_ , __ , .. , , _ _ _ _, ___
& OPERATING ~ CATEGORY ! STRUCTURE LISCENSE) FOUNDATION LEVELS IN THE FREE FIELD IS LESS THAN 60% OF THE DESIGN SPECTRA l
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I i l l Page No. 26 l 03/14/85 COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARKS l FSAR 12. 1. 1. I RADIATION PROTECTION SHIELD WALLS 01 I ALARA-DESIGN & INSPECTED AS POURED POLICY TO ENSURE NO MkJOR CONSIDERSTIONS DEFECTS FSAR 12. 3. 2. 2 CONTAINMENT WALL & DOME 01 I SHIELDING-DESIGN THICENESS MIN. 3'-9" FSAR 12. 3. 2. 2 CONTAINMENT INTERIOR SECONDARY SHIELD 01 I SHIELD WALLS A MINIMUM 3 DESIGN-PRIMARY FT. SHIELD FSAR 12. 3. 2. 2 SHIELDING CONTROL 10CFR50, APP A, GDC 01 I ROOM 19 FSAR 12. 3. 2. 2 FUBL HANDLING FUEL TRANSFER CANAL 01 I ALSO SPENT FUEL POOL WALLS BUILDING SBIBLDING MINIMUM 4 FT. DESIGN CONCRETE WALL FSAR 12. 3. 2. 2 CONTAINMENT INTERIOR MINIMUM THICENESS 01 I SHIELD (PRIMARY) OF 8 FT. DESIGN-PRIMARY SHIELD FSAR 16. 5. 2. 1 SECTION 5.0 - DESIGN MIN. THICENESS OF 01 I DRAFT TECH. SPECS.
, FEATURES OF CONC. WALL = 3'-9" CONTAINMENT FSAR 16. 5. 2. 1 SECTION 5.0 - DESIGN MIN. THICENESS OF 01 I FEATURES OF CONC. ROOF = 3*-9" CONTAINMENT FSAR 16. 5. 2. 1 SECTION 5.0 - DESIGN MIN. THICENESS OF 01 E FEATURES OF CONCRETE , CONTAINMENT INSTRUMENTATION i GALLERY = 8'-0" 1
FSAR 16. 5. 2. I SECTION 5.0 - DESIGN MIN. THICENESS OF 01 I FSAR SECTION 3.8.1.1.1 CONTAINMENT 4 FEATURES OF CONC. BASENAT = DESCRIPTION STATES THAT THE
, CONTAINMENT 8'-3* BASEMAT IS 10'-6" THICK.
OENERIC 5-11-79 CLARIFICATION OF TEST RECORDS AT SITE 01 I LETTER PSAR 3.8 WILL BE EVALUATED IN
, s ACCORDANCE WITE 'jk RECOMMENDATIONS OF
{ ACI 214 AS MODIFIED l S 9 9 4 O O 9
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Page No. 27 03/14/85 COMMITMENTS SORTED BY SOURCE.SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES GENERIC 5-11-79 LETTER CLARIFICATION OF CGNSTRUCTION SPECS 01 I FSAR 3.8.3.2.1 LETTER PSAR 3.8 MEET THE 3.8.3,6.2 REQUIREMENTS OF ANSI 3.8.4 N45.2.5 AS MODIFIED & 17.1.2 STATES THAT ANSI N45.2.5 FOR 91 DAY STRENGTH IS CONFORMED WITH EXCEPTIONS TESTS OF POZZOLAN CONCRETE FSAR 0220.10 SEISMIC ANALYSIS RG 1.60 01 I FSAR Q220.15 MAJOR SEISMIC ANALTSIS OF SOIL 01 I CATEGORY I BUILDINGS STRUCTURE & STRUCTURE-TO-STRUCTU RE IN1ERACTION BY FINITE ELEMENT METHOD. FSAR Q220.19 SEISMIC GAP MIN. 01 I TUNNEL-TO+ TUNNEL /BLD G SEISMIC GAP OF 3.0 IN. FSAR 0220.19 DESCRIPTION OF THE SEISMIC SEPARATION 01 I SEE 3.8.5.1
, FOUNDATIONS GAP OF 5.5 IN.
FSAR Q220.19 FACTOR OF SAFETY FACTOR OF SAFETY OF 01 I AT LEAST 2 OVER THE MAXIMUM CALC. STRUCTURE-TO-STRUCTU RB RELATIVE DISPLACEMENT FSAR O220.7 WALL OPENINGS IN BARRIERS ARE 01 I CAT. I STRUCTURES PROVIDED FOR THE OPENINGS IN TRE
, EXTERIOR WALLS OR ROOFS UNLESS THE SYSTEMS OR COMPONENTS LOADED IN THE EkTERIOR ROOMS ARE MON-SAFETY i
g RELATED l ! FSAR Q220.70 SEISMIC ANALYSIS OF BC-TOP-4A, CR. 6 01 I { CATEGORY I TUNNELS E FSAR Q220.8 CONCRETE STRUCTURAL ALLOWABLE DUCTILITT UI X LISTED IN TABLE 220.8-1 I S 9 9 9 9 9 e
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Page No. 28 03/14/85 COMMITMENTS SORTED BY SOURCE,SECTION COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARKS FSAR O220.8 ALLOWABLE DUCTILITY ALLOWABLE DUCTILITY 01 I RATIOS RATIOS, 7220.8-1 PER ACI 349 AS MODIFIED BY RG 1.142 FSAR Q241.21 DESIGN METHODS & DYNAMIC ACTIVE 01 E RESPONSE SUMMARIZES THE CRITERIA CRITERIA FOR PRESS. BY SEED'S USED TO DETERMINE BARTH PRESS., CALCULATING LATERAL VERSION OF SOIL FRICTION, MIN. S.F. BARTH PRESSURES ON MONONOBE-OEABE CAT. I STRUCTURES METHOD. DYNAMIC PASSIVE PRESS. BY EQUATION DEVELOPED BY EAPILA BASED ON MONON0BR- OE ABE FSAR Q241.21 DESIGN METHODS & MINIMUM FACTORS OF 01 I S. F. TABULATION CRITERIA FOR SAFETY CALCULATION LATERAL EARTH PRESS. ON CATEGORY I STRUCTURES FSAR Q241.3 CLAY MARL BEARING BMP. RELATIONSHIP 01 I STRATUM FOR UNDRAINED BASIS FOR SELECTION YOUNG'S MODULUS OF MODULUS VALUES E=400Su. Su = UNDRAINED SHEAR STRENGTH. (4000ESF) LOWER BOUND. .g (SAR O270.11 SEISMIC DESIGN RG 1.60 01 I CONFORM FOR CRITICAL DAMPING RESPONS2 SPECTRA VALUES OF 1.2.5,7 AND 10% FSAR 0430.10 DIESEL GENERATOR THE D.G.'S ARE 01 X BLDC. TRAIN A & B SEPARATEP BY A 2 FT.
' SEPARATION TRICE REINFORCED CONCRETE WALL.
g FSAR 0430.42 MISSILE PROTECTION MISSILE PROT. FOR 01 I FOR DIESEL GEN. PIR INTAER FILTERS BLDG. COMBUSTION AIR BY 2 FT. THICE INTAKES REINFORCED CONCRETE l WtLLS AND ROOF SLABS. ( O O O O 9 O O
O C O O r Page No. 1 03/14/85 i COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARKS
---------- -----. ...---------- -------------------- ------.-------- ---- ------ --- --. --- -- ---------------~~.----------------
FSAR 1. 2. 2 RADWASTE RG 1.143 REV I, 01 I SEE FSAR 1.9.143 & 11.4 FOH SOLIDIFICATION 10/79 DISCUSSION SUILDING DESIGN GUIDANCE FSAR 1. 2. 12 PRlNCIPAL DESIGN 10 CFB 50, APP A O! u
. CRITERIA FSAR 1. 9. 10 CADWELD-CATEGORY I RG 1.10 REV 1, 1/73 01 X X CONCRETE CONTAINMENT STRUCTURES FSAR 1. 9. 13 SPENT FUEL STORAGE RG 1.13 REV 1, 01 X FACILITY DESIGN 12/75
,. BASIS FSAR 1. 9. 15 TESTING-REBAR RG 1.15 REV 1 01 I I SEE FSAR 3.8.1 CATEGORY I CONCRETE 12/72 STRUCTURES
, FSAR 1. 9. 18 STRUCTURAL RG 1.18 REV. 1, 01 I I I ACCEPTANCE TEST FOR 12/72 CONCRETE PRIMARY
, REACTOR CONTAIMMENTS FSAR 1. 9. 27 ULTIMATE REAT SINK RG 1.27 REV 2, 1/76 01 I SEE FSAR 9.2.5 & 9.2.5.6 FOR NUCLEAR POWER I
PLANTS
, FSAR 1. 9. 29 SEISMIC DESIGN RG 1.29 REV 3, 9/78 01 X SEE FSAR T3.2.2-1 g
CLASSIFICATION FSAR 1. 9. 55 CONCRETE PLACEMENT RG 1.55, 6/73 01 X SEE FSAR 3.8 I FOR CATEGORY l '! STRUCTURES
- l I FSAR 1. 9. 55 ACI 318-71 01 I g
FSAR 1. 9. 55 -ACI 305-72 01 I FSAR 1. 9. 55 ACI 306-66 01 I ( FSAR 1. 9. 55 ACI 308-71 01 X 1 g- FSAR 1. 9. 55 ACI 347-68 01 I FSAR 1. 9. 55 ACI 304-73 01 X 4 3 t (} ,
Page No. 1 03/I4/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 1. 2. 12 PRINCIPAL DESIGN 10 CFR 50 APP A 01 x CRITERIA FSAR 6. O ENGINEERED SAFETT 10CFB100 01 I BLDG 15 DEFINED AS ESF SYST. FEATURES FSAR 6. 5. 3. 1 PRIMARY CONTAINMENT 10CFR100 01 1 WALLS. LINER PLATE - UNIT RELEASE
- SUCR THAT RESULTING OFF-SITE DOSES LESS THAN 10CFRIOD FSAR 3. 2. I SEISMIC 10CFR100 APP A 01 I CLASSIFICATION FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50 APP A. GDC 2 01 X STRUCTURES FSAR 3. 8. 1. 2 CONTAINMENT DESIGN 10CFR50 APP A. GDC 4 01 X FSAR 3. 1 CONFORMANCE WITH NRC 10CFR50 APP A 01 X SEE FSAR S3.1 GENERAL DESIGN CRITERIA FSAR 12. 3. 2. 2 SRIELDING CONTROL 10CFR50 APP A. GDC 01 X ROOM 19 FSAR 3. 2. I SEISMIC 10CFR50 APP A. GDC 01 I CLASSFICATION 2 FS4R 3. 8. 4. 2 OTHER SEISMIC 10CFR50 APP A. GDC 01 X CATEGORY I 2 STRUCTURES. GENERAL DESIGN CRITERIA FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50 APP A. GDC 01 I STRUCTURES 4 FSAR 3. 8. 4. 2 OTHER SEISMIC 10CFR50 APP A. GDC 01 I CATEGORY I 4 STRUCTURES. GENERAL DESIGN CRITERIA FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50 APP A. GDC 01 X
( STRUCTURES 5 FSAR 3. 8. 4. 2 OTHER SEISMIC 10CFR50 APP A. GDC 01 X l CATEGORY I 5 STRUCTURES, GENERAL G G S e 9 O 9
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Page No. 2 03/14/85 COMMITMENTS I SORTED BY DOCUMENT / FEATURE i COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARKS j FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL 10CFR50, APP A. GDC 01 X i STRUCTURES 50 FSAR 3. 8. 1. 2 CONTAINMENT DESIGN 10CFR50 APP. 4 GDC 01 X 16 FSAR 9. 5.10. 1. EMERGENCY RESPONSB 10CFR50 APP. A. GDC 01 1 X SHIFLDING IN CONJ. WITH HVAC WILL FACILITIES 19 LIMIT RAD. DOSES TO THAT SPECIFIED TECH. SUPPORT IN GDC 19 CENTER FSAR 3. 1. 1 CONFORMANCE WITH NRC 10CFR50 APP. A. GDC 01 X GENERAL DESIGN 2 CRITERIA. OVERALL REQUIREMENTS FSAR 3. 8. 1. 2 CONTAINMENT DESIGN 10CFR50, APP. A. GDC 01 X 2 FSAR 3. 5 MISSILE PROTECTION 10CFR50 APP. A, GDC 01 X 4 FSAR 3. 8. 1. 2 CONTAINMENT DESIGN 10CFR50, APP. A. GDC 01 X 50 FSAR 3. 1. 2 CONFORMANCE NITH NRC 10CFR50, APP. 4, 01 X GDC, PROTECTION BY GDC-16 MULTIPLE FUSION PRODUCT BARRIERS FSAR 3. 1. 1 CONFORMANCE WITH NRC 10CFR50 APP. A, 01 X GDC, OVERALL GDC-4 REQUIREMENTS FSAR 3. 1. 1 CONFORMANCE WITH NRC IOCFR50, APP. A, 01 X GDC, OVERALL GDC-5 REQUIREMENTS FSAR 3. 1. 5 CONFORMANCE WITH NRC 10CFR50, APP. A, 01 I GDC, REACTOR GDC-50 CONTAINMENT FSAR 3. 1. 5 CONFORMANCE WITH NRC 10CFR50, APP. A, 01 X GDC, REACTOR GDC-52 CONTAINMENT 4 FSAR 3. 1. 5 CONFORMANCE WITH NRC 10CFR50. APP. A, 01 X 9 9 9 9 9 9 9
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Page No. 3 03/14/85 COMMITMENTS SORTED BY DOCUIIENT/ FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJEcf FEATURE MODULE D P C 0 REMARES FSAR 3. 5. 1. 2 INTERNALLY GENERATED A 3' TRICE CONC. 01 X MISSLES (INSIDE ROOF SLAB PROTECTS CONTAINMENT) THE CONTAINMENT LINER, ENG. SAFEGUARDS PIPES, AND COMPART. LOCATED
- f. OUTSIDE THE PRESSURIZER COMPART.
FROM MISSILES I POSTULATED FROM VALVES ON TOP OF THE
; PRESSURIZER.
FSAR 2. 4. 2. 3 EFFECTS OF LOCAL A 30 PSF SNOW LOAD IS 01 I INTENSE APPLIED TO ROOFS OF PsECIPITATION ALL SEISMIC CAT. I STRUCTURES FSAR 3. 8. 5. I FOUNDATIONS A SEISMIC SEPARATION 01 X GAP IS MAINTAINED BETWEEN NEIGRBORING BUILDINGS. FSAR 2. 5. 2. 7 OPERATING BASIS ACCELERATION 0.12g 01 I SEE FSAR 3.7 EARTRGUAEE FSAR 3. 8. 1. 6 CONTAINMENT-CONCRETE ACI 213.1 01 X X MIX DESIGN FSAR 3. 8. 1. 6 CONTAINMENT, ACI 304 01 I CONCRETE BATCHING / PLACEMENT FSAR 1. 9. 55 ACI 304-73 01 I FSAR 1. 9. $$ ACI 205-72 01 I FSAR 1. 9. 55 ACI 306-66 01 I FSAR I. 9. 55 ACI 308-71 01 I , FSAR 1. 9. 55 c."I 309-72 01 X 1(
'.(
FSAR J. 8. 4. 4 OTHER CAT. I STPUCTURES. MSCW TOWER FAN DECE ACI 318 01 I NOTE: FSAR REFERENCES CODE ACI 381. WHICH SHOULD READ ACI 318 CONCRETE DESIGN 1
< O O O O O O O
O O O O O O O Page No. 4 03/14/85 COMMITMENTS SORTED BT DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 2. 2-2 PRINCIPAL CODES AND ACI 318-71 01 X X STANDARDS FOR T.3.2.2-1 FSAR 3. 8. 3. 8 SRP EVALUATION ACI 318-71 01 X ALTERNATIVE TO ACI 349 RG 1.142 I.65 1.94. NOTE: LOAD COMBINATION REQUIREMENTS OF SRP SATISFIED FSAR 3. 8. 4. C SRP EVALUATION ACI 318-71 01 I X X FSAR 3. 8. 5. 8 SRP EVALUATION ACI 318-71 01 I USED FOR DESIGN OF OTHER CATEGORY I FOUNDATIONS. 349 NOT IN EFFECT. NOTE: LOAD COMBINATION REQUIREMENTS OF SRP SATISFIED. FSAR 1. 9. 55 ACI 318-71 01 X FSAR 3. 8. 1. 6 CONTAINMENT. ACI 318-71 01 I CONCRETE BATCHING & PLACEMENT FSAR 3. 8. 3. 6 CONTAINMENT. ACI 318-71 01 X SEE FSAR 3.8.3.8 INTERNAL STRUCTURES. MATERIAL & QC FSAR 3. 8. 4. 3 OTHER CATEGORY I ACI 318-71 01 X SEE T.3.8.4-3 STRUCTURES. LOAD COMBINATIONS FSAR 3. 8. 4. 4 OTHER CATEGORY I ACI 318-71 01 I LOAD COMB. PER SRP. STRUCTURES. RIGID BOX STRUCTURE DESIGN FSAR 3. 8. 4. 4 OTHER CATEGORY I ACI 318-71 01 X LOAD COMB. PER SRP. STRUCTURES, SHELL STRUCTURE DESIGN FSAR 3. 8. 1. J CONTAINMENT-CONCRETE ACI 318-71 01 X TESTING FSAR 3. 8. 3. 4 CONTAINMENT. ACI 318-71 01 X SEE FSAR 3.8.3.8 4 INTERNAL STRUCTURES. OPERATING FLOORS DESIGN s FSAR 3. 8. 3. 4 CONTAINMENT. ACI 318-71 01 X SEE FSAR 3.8.3.8 (
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Page No. 5 03/14/85 COMMITMENTS l ----_------ SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARKS FSAR 1. 9.143 ACI 318-71 (IN LIEU 01 X X X OF 318-77) FSAR 3. 8. 4. 5 OTHEk CATEGORY I ACI 318-71 W/1974 01 X LOAD COMB. PER SRP. STRUCTURES. SUPPL. STRUCTURAL ACCEPTANCE CRITERIA FSAR 3. 8. 3. 4 CONTAINNENT-INTERNAL ACI 318~71 W/1974 01 X SEE FSAR 3.8.3.8 STRUCTURES. DESIGN & SUPPL. ANALYSIS PROCEDURES FSAR 1. 9.142 SAFETY RELATED ACI 318-71(IN LIEU 01 X X X CONCRETE STRUCTURES OF ACI 349-76) FOR NUCLEAR POWER PLANTS OTHER THAN REACTOR VESSEL & CONTAINMENT FSAR 3. 8. 4. 2 OTHER SEISMIC ACI 318-71 INCL. 01 X X X SEE FSAR 3.8.4.8 CATEGORY I 1974 SUPPL. STRUCTURES. CODES FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL ACI 318-71 01 X X X SEE FSAR 3.8.3.8 STRUCTURES INCLUDING 1974 SUPP. FSAR 3. 8. 4. 4 OTHER CATECORY I ACI 318/71 01 X LOAD COMB. PER SRP STRUCTURES. SHRAR WALL STRUCTURES. DESIGN FSAR 1. 9. 55 ACI 347-68 01 X FSAR 3. 7.B. 2.11 SEISMIC SYSTEM ADDED CONSERVATISM 01 I ANALYSIS, CAT. I ... TORSIONAL INPUT EQUIPMENT SYSTEMS & OROUND MOTION IS COMPONENTS INCREASED SO THAT TORSIONAL / HORIZONTAL RATIO AT GIVEN MODE IS MAINTAINED THE SAME AS FOUNDATION LEVEL OF STR. 4 FSAR 3. 7.8. 2.11 TORSIONAL EFFECTS. ADDITIONAL 54 01 X SEISMIC CATECORY I ECCENTRICITY WILL BB ( USED FOR TORSIONAL EFFECT. (
Page No. 6 03/14/85 COMMITMENTS j ___________ SORTED BT DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FRATURE MODULE D P C 0 REMARES FSAR 3. 8. 1. 6 CONCRETE CONTAINMENT ADMIITURES 01 1 MATERIALS. OC & CONTAINING MORE TRAN SPECIAL CONSTRUCTION IS BY WEIGHT TECHNIQUES CHLORIDE IONS ARE NOT USED. FSAR 3. 8. 1. 6 CONTAINMENT LINER. AISI 1018 OR 1026 01 I PLATE ANCHORS & ASSOC. HARDWARE (CADWELD SPLICES) FSAR 3. 8. 1. 5 CONTAINMENT-LINER AISI 1018 OR AISI 01 I PLATE ANCHORS & 1026 ASSOCIATED HARDWARE (CADWELD SPLICES) FSAR 3. 7.8 SEISMIC DESIGN ALL CAT. 1 01 I STRUCTURES ARE DESIGNED FOR THE SSE AND OBE CONDITIONS FSAR 3.C. 2. I DESIGN OF STRUCTURE ALL SAFETY RELATED 01 X FOR TORNADO MISSILE STRUCTURES ARE IMPACT PROVIDED WITH 21 INCHES MINIMUM ROOF THICENESS. FSAR 3.C. 2. I DESIGN OF STRUCTURE ALL SAFETY RELATED 01 X FOR TORNADO MISSILE STRUCTURES ARE IMPACT PROVIDED WITH 24 INCR MINIMUM WALL THICENESS. FSAR 3.C. 2. I DESIGN OF STRUCTURE ALL SAFETY RELATED 01 I FOR TORNADO MISSILE STRUCTURES ARE IMPACT PROVIDED WITH f*c = 4000 psi MINIMUM STRENGTH CONCRETE. FSAR Q220.8 CONCRETE STRUCTURAL ALLOWABLE DUCTILITY 01 I LISTED IN TABLE 220.8-1 COMPONENTS RATIOh 8 FSAR 0220.8 ALLOWABLE DUCTILITY ALLOWABLE DUCTILITY 01 X RATIOS RATIOS. T220.8-1 PER ACI 349 AS ( MODIFIED BY RG 1.142 9 9 9 9 4 9 9
O O O Page No. 7 03/14/85 COMMITMENTS SORTED BT DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARE5 FSAR Q220.15 MAJOR BRISMIC ANALYSIS OF SOIL 01 X CATEGORT I BUILDINGS STRUCTURE & BTRUCTURE-TO-STRUCTU
, RE INTERACTION BT FINITE ELEMENT METHOD.
FSAR 3. 3. I WIND LOADINGS FOR ANSI A58.1 01 I SEISMIC CATEGORY I STRUCTURES FSAR 2. 3. 1. 2 STRONG WINDS ANSI A58.1 1972 01 X SEE FSAR 3.3 - GUST FACTOR AND WIND FACTOR BASED ON 110 mph AT 30Ft. FSAR 3. 8. 1. 6 MATL'5.. FAB. & A5ME III. D.I. BBCT. 01 I I EREC. OF CONTAINMENT 5 REACTOR LINER PLATE SECT. CIII. D.I.
& THICERNED LINER SECT. II. 1971 THRU PLATES. CAD. & 1973 SUMMER ADDENDA.
EMBEDS AT EL 169. FSAR 3. 8. 5. 8 SRP EVALUATION ASME III. D.2 01 I CC3000 USED FOR DESIGN OF CC-3000 CONTAINMENT FOUNDATION DESIGN FSAR 3. 8. 1. 5 CONTAINMENT DESIGN. ASME III. DIY 2 01 X ALLOWABLE STRESSES ART CC 3400 FSAR 3. 8. 1. 5 CONTAIMMENT DESIGN. ASME III. DIV 2 ART 01 I FACTOR OF SAFETT CC 3000 F5AR 3. 8. I. 4 CONTAINMENT DESIGN A5ME III, DIV 2 ART 01 X CC-3000 FSAR 3. 8. 1. 3 CONTAINMENT DESIGN ASME III. DIV 2 ART 01 X LOADS CC 3200 FSAR 3. 8. 1. 5 CONTAINMENT DESIGN. ASME III. DIV 2 ART 01 I ALLOWABLE STRESSE5 & CC 3400 STRAIN 5 FSAR 3. 8. I. 4 CONTAINMENT DESIGN. A5ME III. DIV 2 ART 01 I t CONTROL OF CR ACEING. CC 3535 BRRINEAGE & CREEPING 8 FSAR 3. 8. 1. 8 CONTAINMENT DESIGN. ASME III. DIV 2 ART 01 X SEE FSAR 3.5.1.8 & l.9 SRP EVALUATION CC-3000 1 ( i _ _ _ . _ _ _ _ _ _ . _ _ _ _ _ _ . _ _ _ _ . _ . . _ _ _ . _ _ _ _ _ _ _ _ _ . _ _ _ . _ _ _ _ . _ . _ _ _ . _ _ . _ . _ . _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ . _ _ _ _ . _ _ _ _ _ _ _ - _ _ . _ _ . . _ _ _ _ . _ _ _ _ _ - _m - _ - _ _ , _ _ _ _ _ _ . _ _ _ _ _ _ _ _ . _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ . _ _ . _ . _ _ .
Page No. 8 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 8. 1, 2 CONTAINMENT DESIGN ASMR III, DIV.2, 01 I 1975 THRU WINTER 1975 ADD., ART CC 3000 FSAR 3. 2. 2-2 PRINCIPAL CODES AND ASME, III, DIV. 2, 01 I X INDEX OF CODES USED IN T3.2.2-1 STANDARDS FOR ART. CC TABLE T.3.2.2-1 FSAR 1. 9.136 MATERIALS, ASME, SECT.III, D.2 01 X ASME, SECT.III, D.2 WAS NOT IN CONSTRUCTION & SUB. CC-1980, (AEA EFFECT WHEN CONST. PWHMIT WAS TESTING OF CONCRETE ACI 359-80) ISSUED. DESIGN WAS BASED ON ART. CONTAINMENT CC3000 ONLY AND THAT WITR EXCEPTION. REF 3.8.1.4, 3.8.1.8 FSAR 3. 8. 1. 6 CONTAINMENT-REINFORC ASTM A3T0 01 I ING STEEL FSAR 3. 8. 1. 6 CONTAINMENT-REINFORC ASTM A615, GR 60 01 I X ING STEEL FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cll7 01 I X E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl23 01 X X E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C125 01 I E E SOURCE & ACCEPTANCE FSAR 3. B. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl27 01 I I E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C128 01 X X E SOURCE & ACCEPTANCE 6 FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl31 01 I I E SOURCE & ACCEPTANCE 4 FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM Cl36 01 X X G G G G S G G
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I l Page No. 9 l 03/I4/85 COMMITMENTS SORTED BT DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C142 01 X X B SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-CEMENT ASTM C150 O! X X SPECS. FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C235 01 X X E SOURCE & ACCEPTANCE FSAR 3. 8. 1. CONTAINMENT-CONCRETE ASTM C260 01 E X ADMIXTURES FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C289 01 X X 5 SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C295 01 X E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAINMENT ASTM C33 01 X X AGGREGATE SPECS FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C40 01 X X E SOURCE & ACCEPTANCE FSAR 3. B. 1. 6 CONTAINMENT-CONCRETE ASTN C494 01 X X ADMIXTURES FSAR 3. 8. 1. 6 CONTAINMENT-CONCRETE ASTM C618 01 X X ADMIXTURES FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM C88 01 X X E SOURCE & ACCEPTANCE FSAR 3. 8. 1. 6 CONTAIMMENT-WATER ASTM D 512 Cl X FOR CONCRETE 8 FSAR 3. 8. 1. 6 CONTAINMENT-WATER ASTM D1411 01 I FOR CONCRETE i FSAR 3. 8. 1. 6 CONTAINMENT-AGGREGAT ASTM D1411 01 X X E SOURCE & O O O O O O O
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Page No. 10 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON stb LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3. 8. 1. 6 CONTAINMENT-WATER ASTM D1888 01 X FOR CONCRETE FSAR 3. 8. 4. 6 OTHER CATEGORY I AUIILIARY BUILDING 01 X STRUCTURBS, CONCRETE f'c=5000 psi STRENGTH OTRER BUILDING f'c=4000 psi (91 DAY STRENGTR FOR POZZOLAN CONCRETE & 28 DAY STRENGTH FOR NON-POZZOLAN CONCRETE) FSAR 0220.7 WALL OPENINGS IN BAPAIERS ARE 01 I CAT. I STRUCTURES PR'JV I D E D FOR THE OPENINDS IN THE FATERIOR WALLS OR ROOFS UMLESS THE SYSTEMS OR COMPONENTS LOADED IN THE EITERIOR ROOMS ARE NON-SAFETY RELATED FSAR 3. 7.B. 2.11 SEISMIC SYSTEM BASE SURAR COMPUTED 01 ANALYSIS, CAT. I ... MULTIPLY BY 54 EQUIPMENT SYSTEMS OF MAI. PLAN AND COMPONENTS DIMENSION AT FOUNDATION LEVEL . FSAR 3. 3. 1. 2 WIND LOADINGS FOR BC-TOP-3A, REV 3, 01 X SEISMIC CATEGORY I 8/74 STRUCTURES FSAR 3. 3. 2. 2 PROCEDURE TO BC-TOP-3A. REV. 3 01 X TRANSFORM TORNADO 8/74 WIND LOADS TO EFFECTIVE LOADS ON STRUCTURE FSAR Q220.70 SEISMIC ANALYSIS OF BC-TOP-4A, CR. 6 01 I CATEGORY I TUNNELS FSAR 3. 7.B. 2. I SEISMIC DESIGN BC-TOP-4A, REV 3, 01 I ANALYSIS METHODS 11/74 FSAR 3. 7.B. 2. 4 SEISMIC-SRALLOW BC-TOP-4A, REV. 3, 01 X O O O O O O O
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, FSAR 3. 7.B. 2.15 SEISMIC-COMPOSITE, BC-TOP-4A, REV. 3 01 X DAMPING 11/74, SEC 3.2 & 3.3 I! FSAR 3. 7.8. 2. 7 SEISMIC, COMBINATION BC-TOP-4A, REV. 3, 01 I OF MODAL RESPONSES 11/74, SEC. 4.2 l FSAR 3. 7.B. 2. 6 THREE COMPONENTS OF BC-TOP-4A, REY. 3 01 X BARTHOUAER MOTION 11/74, SEC. 4.3 FSAR 3. 7.B. 2.14 SEISMIC CATEGORT I B C ' ? '- 'E V . 3 01 I OVERTURNING MOMENTS II/J , 'f t- 4.4 FSAR 3. 7.8. 1. 2 RARTHQUAER TIME BC-TOP u 2EV. 3 01 X RISTORIES SEC. 2.5, 11/74 (SYNTHETIC)
FSAR 3. 7 B. 3. 7 SEISMIC SUBSYSTEM BC-TOP-4A, SEC. 4.2 01 I ANALYSIS, COMBINATION OF MODAL RESPONSES FSAR 3. 8. 1. 3 CONTAINMENT DESIGN, BC-TOP-5-A, SUB. 01 LOADS AND LOAD 6.2.1 COMBINATIONS FSAR 3. 8. 1. 4 CONTAINMENT DESIGN BC-TOP-54 SEC. 6.6, 01 X 6.2, & 6.3 FSAR 3. 8. 1. 4 CONTAINMENT DESIGN BC-TOP-7 01 X FSAR 3. 8. 1. 5 CONTAINMENT DESIGN, BC-TOP-7 01 I ALLONABLE STRESSES & STRAINS i FSAR 3. 8. 1. 4 CONTAINMENT GESIGN BC-TOP-8 01 I ( FSAR 3. 8. 1. 5 CONTAINMENT DESIGN, BC-TOP-8 01 I ALLONABLE STRESSES & i STRAINS l t FSAR 3.5. 1. 6 COMPUTER PROGRAMS BSAP 01 I USED FOR MAJORITY OF STRUCTUHAL USED FOR STRUCTURAL, ANALYSIS OF STEEL AND CONCRETE j ( SEISMIC & STRUCTURES.
! GROTECHNICAL ANALYSIS i ! FSAR 3. 8. 1. 4 CONCRETE BSAP (COMPUTER 01 e
I I 1 i < G G G e e - e
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& ANALYSIS PROCEDURES COMPUTER '
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Page No. 12 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES TSAR 3. 8. 3. 4 CONT. INT. BSAP (COMPUTER 01 X STRUCTURE, SECONDARY PROGRAM) SHIELD WALL. PRESS. COMPARTMENT & REFUELING CANAL ANALYSIS FSAR 3. 8. 3. 4 CONT. INT. BSAP (COMPUTER 01 X STRUCTURE. PRIMARY PROGRAM) SHIELD WALL ANALYSIS FSAR 3. 8. 4. 4 OTHER CAT. I BSAP (COMPUTER 01 X STRUCTURES. NSCW PROGRAM) THREE COOLINO TOWER DIMENSIONAL FINITE ANALYSIS ELEMENT MODELING FSAR 3.8. 1. 2 COMPUTER PROGRAMS BSAP - DYNAM 01 X USED TO DETERMINE MODAL DAMPING USED FOR STRUCTURAL. INVOLVED WITH SOIL STRUCTURE SEISMIC & INTERACTION. GEOTECHNICAL ANALYSIS FSAR 3. B. 1. 1 COMPUTER PROGRAMS BSAP - POST 01 X USED IN ANALYSIS OF STRUCTURES USED FOR STRUCTURAL. SEISMIC AND GROTECHNICAL ANALYSIS FSAR 3. 8. 1. 4 CONCRETE BSAP -POST (COMPUTER 01 : CONTAINMENT, DESIGN PROGRAMS) e
& ANALYSIS PROCEDURES COMPUTER PROGRAMS FSAR 3. 7.8 SEISMIC DESIGN CATEGORY II 01 X STRUCTURES WILL BE SEPARATED BY DISTANCE OR BARRIER TO PREVENT THEIR f COLLAPSE FROM AFFECTING THE SAFETY RELATED FUNCTIONS OFADJACENT CATEGORY I STRUCTURES.
( FSAR 3. 8. 1. 6 CONCRETE CRMENT CONTAINS NO 01 I CONTAINMENT. MORE THAN 0.60s BY
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MATERIALS. QC, & WEIGHT OF ALIALIES SPECIAL CONSTRUCTION TECHNIQUE, CONCRETE I i b e t I i d
Page No. 13 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / BBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 3.B. I. 8 COMPUTER PROGRAMS CLASSI 01 E USED TO COMPUTE IMPEDANCE FUNCTION USED FOR STRUCTURAL. OF A LAYERED MEDIUM SEISMIC & GROTECHNICAL ANALYSIS FSAR 2. 5. 4.10 LATERAL EARTH CORF. OF EARTH 01 E PRESSURE PRESSURE "AT REST
- OF 0.7 USED IN CALCULATING LATERAL BARTH PRESSURE ON SUBTERRANEAN WALLS OF POWER BLOCK STRUCTURE FROM BACKFILL.
FSAR 3. 8. 1. 6 CONTAINMENT CONCRETE COMPRESSIVE STRENGTH 01 E TESTS AT 91 DAYS FOR P0ZZOLAN CONCRETE & 28 DAYS FOR NON-P0ZZOLAN CONCRETE FSAR 3. T.B. 2. 4 SOIL STRUCTURE COMPUTER PROGRAM 01 E INTERACTION. DEEPLY FLUSH USED FOR EMBRDDED STRUCTURES FINITE ELEMENT SEISMIC ANALYSIS OF DEEPLY EMBEDDED STRUCTURES FSAR 3. 8. 4-3 OTHER CATEGORY I CONCRETE DESIGN LOAD 01 E TABLE STRUCTURES. CONCRETE COMBINATIONS DESIGN LOAD 8 COMBINATIONS, STRENGTH METHOD 4 FSAR 3. 8. 3. 6 CONTAINMENT. CONCRETE f'c = 5000 01 E INTERNAL STRUCTURES, psi (91 DAY STRENGTH MATERIALS FOR P0ZZOLAN CONCRETE & 28 DAY STRENGTH FOR NON-P0ZZOLAN ( CONCRETE) GENERIC 5-11-79 LETTER CLARIFICATION OF CONSTRUCTION SPECS 01 E FSAR 3.8.3.2.I I LETTER PSAR 3.8 MEET THE 3.8.3.6.2 l REQUIREMENTS OF ANSI 3.8.4 i< O O O O O O O
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N45.2.5 AS MODIFIED & 17.3.2 STATES THAT ANSI N45.2.5 FOR 91 DAY STRENGTH IS CONFORMED WITti EXCEPTIONS TESTS OF POZZOLAN CONCRETE i i P k 4 ( k E C r I. a
Page No. 14 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARES FSAR 6. 2. l.-l CONTAINMENT DESIGN CONTAINMENT DESIGN 01 TABLE LIMITS & CALCULATED PRESSURE CONTAINMENT PEAR 52pe18.-3ps1E DESIGN PRESSURE & TEMPERATURE 400 TEMPERATURE DEGREES F. FSAR 3. 8. 1. 3 CONTAINMENT DESIGN. CONTAINMENT DESIGN 01 X LOADS AND LOAD PRESSURE OF 52 PSIG COMBINATIONS FSAR 3. 7.B. 1. 3 SEISMIC DESIGN, DAMPING VALUES FOR 01 X SEE FIG. 3.7.B.1-10 CRITICAL DAMPING LOWER SAND STRATA VALUES ARE BASED ON SEED AND IDRISS CURVES FSAR 3.C-1 DESIGN OF STRUCTURE DUCTILITY RATIOS 01 X TABLE GIVES ALLOWABLE DUCTILITY FOR TORNADO MISSILE RATIOS FOR REINFORCED CONCRETE AND IMPACT STRUCTURAL STEEL. DUCTILITT RATIOS FSAR Q241.21 DESIGN METHODS & DYNAMIC ACTIVE 01 X RESPONSE SUMMARIZES THE CRITERIA CRITERIA FOR PRESS. BY SEED'S USED TO DETERMINE EARTH PRESS., CALCULATING LATERAL VERSION OF SOIL FRICTION, MIN. S.F. BARTH PRESSURES ON MONONOBB-OEABE CAT. I STRUCTURES METHOD. DYNAMIC PASSIVE PRESS. BY EQUATION DEVELOPED BY EAPILA BASED ON MONONOBR-OEABE FSAR Q241.3 CLAY MARL BEARING BMP. RELATIONSHIP 01 X STRATUM FOR UNDRAINED BASIS FOR SELECTION YOUNG'S MODULUS OF MODULUS VALUES E=400Su. Su - UNDRAINED SBEAR STRENGTH. (4000EST) LOWER BOUND. FSAR O220.19 FACTOR OF SAFETY FACTOR OF SAFETY OF 01 I i AT LEAST 2 OVER THE MAXIMUM CALC. STRUCTURE-TO-STRUCTU ( RE RELATIVE DISPLACEMENT 1 FSAR 3. 8. 3. 6 CONCRETE AND STEEL FLATNESS OF CONCRETE 01 I INTERNAL STRUCTURE SURFACES: 3/8 INCHES e O O O O O O O
F O O O O O O O 0F CONCRETE CONT., IN MEASURE, 5 FEET CONSTRUCTION IN ANY DIRECTION. l TOLERANCES i
?
i 1 i 1 I 1 l 4 4 a 2 t k J 1 1 ( 1 (
Page No. 15 03/14/85 COMMITMENTS SORTE3 BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D F C 0 REMARES
---------- ------~~------------ -------------------- -------------------- ------ --- --- --- --- ----------------------------------
FSAR 3.B. 1.12 COMPUTER PROGRAMS FLUSH 01 X USED TO SEISMICALLY ANALYZE DEEPLY USED FOR STRUCTURAL, EMBRDDED SEISMIC CAT. I STRUCTURES SEISMIC & GE0 TECHNICAL ANALYSIS FSAR 3. T.B. 1. 2 SEISMIC DESIGN, FLUSB (COMPUTER 01 I DESIGN TIME HISTORY PROGRAM) USED FOR SOIL-STRUCTURE INTERACTION ANALYSIS OF DEEPLY EMBEDDF" STRUCTURES. FSAR 3. T.B. 2. I SEISMIC SYSTEM FOR DEEPLY EMBEDDED 01 X ANALYSIS CATEGORY I STRUCTURES. THE CONTROL NOTION AT THE FINISHED GRADE LEVEL IN THE FREE FIELD, AND SOIL STRUCTURE INTERACTION ANALYSIS ARE PERFORMED USING THE FINITE ELEMENT METHOD. l FSAR 3. T.B. 2. I SEISMIC SYSTEM FOR SHALLOWLY 01 X ANALYSIS EMBEDDED CAT.I STR., THE CONTROL MOTION IS APPLIED AT THE t FDN. LEVEL OF THE STR. IN THE FREE , FIELD, AND SOIL-STRUCTURE INTERACTION ANALYSIS ARE PERFORMED USING IMPEDANCE (HALF SPACE) MET FSAR 12. 3. 2. 2 FUEL HANDLING FUEL TRANSFER CANAL 01 I ALSO SPENT FUEL POOL WALLS BUILDING SHIELDING MINIMUM 4 FT. DESIGN CONCRETE WALL FSAR 3.B. 1. 4 COMPUTER PROGr'MS GEMD 01 X DETERMINES THE COMPOSITE DAMPING USED FOR STRUCTURAL, IN THE IMPEDANCE METHOD FOR SEISMIC & SEISMIC ANALYSIS GEOTECHNICAL 9 9 9 9 9 9 9
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PaBe No. 16 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C O REMARKS FSAR 2. 4. 2. 3 EFFECTS OF LOCAL HANDBOOK OF APPLIED 01 I INTENSE HYDROLOGY, 1964 PRECIPITATION FSAR 3.5. 1.13 COMPUTER PROGRAMS ICES-STRUDL-II 01 X USED FOR STRUCTURAL ANALYSIS OF USED FOR STRUCTURAL. (McAUTO VERSION) AUX. BLDG. BASEMAT & PdELIMINARY SEISMIC & STRUCTURAL ANALYSIS OF NSCW GEOTECHNICAL TOWERS. ANALYSIS FSAR 3. 8. 1. 6 CONCRETE CONTAINMFNT IN ADDITION TO ASTM 01 1 MATERIALS. OC & C33 TO THE SPECIFIC SPECIAL CONSTRUCTION GRADATION THE FINE TECHNIQUES AGGREGATE (SAND) HAS A FINENESS MODULUS OF NOT LESS TRAN 2.5 NOR MORE THAN 3.0 DURING NORMAL OPERATIONS. FSAR 3. 8. 1-1 CONTAINMENT INDICATES LOAD 01 I TABLE LOAD-COMBINATION AND COMBINATION AND LOAD LOAD FACTORS FACTORS GENERIC 11-15-77 SEISMIC ANALYSIS JUSTIFICATION WILL 01 I FSAR 3.7.B.2.4 LETTER (SUPPL. 3 0F BE PROVIDED WHEN APPLICATION FOR VIBRATORY MOTION CONSTRUCTION PERMIT CALCULATED AT
& OPERATING CATEGORY l STRUCTURE LISCENSE) FOUNDATION LEVELS IN t THE FREE FIELD IS LESS THAN 60% OF THE DESIGN SPECTRA e
FSAR 3. 8. 3. 6.1B CONT., INT. STRS., MATERIALS & QC 01 I R SEE 3.8.1.6 FOR COMMITMENTS MAT'L. & Q.C. CONST. TOLERANCES I FSAR 2. 4. 12. 4 DESIGN BASIS FOR MAXIMUM DESIGN GOUND 01 X GROUND WATER LEVEL WATER LEVEL 165.0 t FT. MSL
, FSAR 16. 5. 2. I SECTION 5.0 - DESIGN MIN. THICENESS OF 01 X FSAR SECTION 3.8.1.1.1 CONTAINMENT j ( FEATURES OF CONC. BASEMAT = DESCRIPTION STATES THAT THE j CONTAINMENT 8'-3" BASEMAT IS 10*-6" THICK.
t j I FSAR 16. 5. 2. 1 SECTION 5.0 - DESIGN HIN. THICKNESS OF 01 X i FEATURES OF CONC. ROOF = 3'-9" i< G G G G G G G
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Page No. 17 l 03/14/85
' COMMITMENTS SORTED BY DOCUMENT / FEATURE j _-- -------------_----_---
l COMMITFENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES l FSAR 16. 5. 2. I SECTION 5.0 - DESIGN MIN. THICENESS OF 01 X DRAFT TECH. oiECS. 'l FEATURES OF CONC. WALL = 3'-9" CONTAINMENT FSAR 16. 5. 2. I SECTION 5.0 - DESIGN MIN. THICENESS OF 01 I FEATURES OF CONCRETE CONTAINMENT INSTRUMENTATION GALLERY = 8'-O" FSAR O220.19 SEISMIC GAP MIN. 01 I TUNNEL-TO-TUNNEL /BLD G SEISMIC GAP OF 3.0 IN. FSAR O241.21 DESIGN METHODS & MINIMUM FACTORS OF 01 X S. F. TABULATION CRITERIA FOR SAFETY CALCULATION LATERAL BARTH PRESS. ON CATEGORY I STRUCTURES FSAR 3. 8. 5-1 CATEGORY I MINIMUM FACTORS OF 01 X STRUCTURES SAFETY AGAINST OVERTURNING. SLIDING
& FLOTATION FSAR 12. 3. 2. 2 CONTAINMENT INTERIOR MINIMUM THICENESS 01 I SHIELD (PRIMARY) OF 8 FT.
DESIGN-PRIMARY SHIELD FSAR 043D.42 MISSILE PROTECTION MISSILE PROT. FOR 01 X FOR DIESEL GEN. AIR INTAKE FILTERS BLDG. COMBUSTION AIR BY 2 FT. THICE INTAEES REINFORCED CONCRETE WALLS AND ROOF SLABS. FSAR 3. 2. 2-1 CLASSIFICATION OF NOTE (e): SEISMIC 01 X X STANDARDS, CATEGORY R0 1.29 COMPONdNTS. SYSTEMS L FSAR 3. 4. 1. 1 FLLOD PROTECTION ONE WATERSTOP 01 X MEASURES FOR SEISMIC PROVIDED AT EACH CATEGORY I CONSTRUCTION JOINT e STRUCTURES BELOW EL. 170 l FT. EICEPT IN THE 9 9 9 9 9 9 9
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Page No. 18 03/14/85 COMMITMENTS SORTED BT DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 8. 4. 4 OTHER CAT. I OPTCOM (COMPUTER 01 X STRUCTURES NSCW PROGRAM) COOLING TOWER CONCRETE DESIGN FSAR 3. 8. 3. 6 CONCRETE AND STEEL PLUM 5 NESS OF 01 X INTERNAL STRUCTURE CONCRETE WALLS: 1/4 0F CONCRETE INCHES IN MEASURE IN CONTAINMENT, 10 FRET. CONSTRUCTION TOLERANCES FSAR 2. 4. 2. 3 EFFECTS OF LOCAL PMP ROOF SCUPPERS 01 X INTENSE ARE A MIN. OF 6" PRECIPITATION DREP & 12" HIGH AND ARE A MAXIMUM OF 6" ABOVE ROOF LINE FSAR 3. 8. 1. 3 CONTAINMENT DESIGN, POST LOCA FLOODING 01 X LOADS AND LOAD OF THE CONTAINMENT COMBINATIONS IS POSTULATED TO REACH EL. 181FT. 2 IN. & IS CONSIDERED AS A HTDROSTATIC LOAD FSAR 3. 8. 1. 6 CONTAINMENT, CONTROL RG !.10 01 X SEE 1.9 OF CADWELD SPLICES FSAR 3. 8. 1. 2 CONTAINMENT DESIGN RG 1.10 01 X t FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL RG 1.10 01 X STRUCTURES FSAR 3. 8. 4. 2 OTHER CATE00RT I RG 1.10 01 I STRUCTURES, NRC GUIDES FSAR 3. 8. 5. 2 RG 1.10 01 X FSAR 1. 9. 10 CADWELD-CATEGORT I RG 1.10 REV 1, 1/73 01 X X CONCRETE CONTAINMENT STRUCTURES FSAR 3. 4 CRITRRIA FOR DESIGN RG 1.102, 9/76 01 X 8 ASIS FLOODS
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O O O O O O O PaBe No. 19 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE , COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT l SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARKS l ---------- -------------------- --------------- ..-- ---.. -------------- ------ --- .- --- --- ----- ---------------------------- l FSAR 3. 5. 1. 3 TURBINE MISSILE RG 1.115 01 I PROTECTION FSAR 3. 5. 1. 3 PROBABILITY OF RG 1.115 NRC MISSILE 01 I . MISSILE GENESIS (PI) GENESIS IS Pl=lE10(4)/TR. & IS USED IN THE TURBINE MISSILE ANALYSIS TO SATISFY RG-1.Il5 REQUIREMENTS. i FSAR 1. 9.115 PROTECTION AGAINST RG 1.115 REV 1, 01 I SEE FSAR 3.5.13 LOW TRAJECTORY 7/77 TURBINE MISSILES FSAR 3. 5 MISSILE PROTECTION RG 1.115 REV. 1, 01 I 7/77 FSAR 3. 5. 1. 3 MISSILE TARGET RG 1.117 01 I DESCRIPTION I l FSAR 1. 9.117 TORNADO DESIGN RG 1.117 REV 1 01 I SEE FSAR 3.6 CLASSIFICATION 4/78 FSAR 3. 5 MISSILE PROTECTION RG 1.117 RET. 1, 01 I 4/78 FSAR 3. 7.B. 2. 5 SEISMIC CATEGORT I RG 1.122 01 I FLOOR RESPONSE SPECTRA t FSAR 1. 9.122 DEVELOPMENT OF FLOOR RG 1.122 REV 1 01 I SEE FSAR 3.7.3.2 DESIGN RESPONSE 2/78 SPECTRA FOR SEISMIC DESIGN OF FLOOR-SUPPORTED L EQUIP. OR COMPONENTS. L FSAR 9. 1. 2. 3 SPENT FUEL STORAGE RG 1.13 01 I i. SAFETY EVALUATION j l FSAR 1. 9. 13 SPENT FUEL STORAGE RG 1.13 REV 1 01 I
+
FACILITY DESIGN 12/75 l . BASIS I L
; FSAR 3. 5 MISSILE PROTECTION RG 1.13 REV. 1 01 I IC
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O ' O O i Pete No. 20 03/14/85 COMMITMENTS ! l SORTED BT DOCUMENT / FEATURE i ----_---_-_--------------- COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MCDULE D P C 0 REMARES i FSAR 3. 8. 4. 2 OTHER CATEGORT I RG 1.143 01 E STRUCTURES. NRC GUIDES FSAR 3. 8. 4. 4 CAT I STRUCT..SEIS. RG 1.143 01 I SEE 3.7. DESIGNED TO WITHSTAND DESIGN OF RADWA5TE OBE. TRANS. BLDG, RADWASTE TRANS. TUNNEL & RADWA5TE SOLIDIFI. BLDG FSAR I. 9.143 DESIGN GUIDANCE FOR RG 1.143 REV 1, 01 I SEE FSAR T.3.2.2-1 S11.4 RADI0 ACTIVE WASTE 10/79 MGMT. SYSTEMS, STRUCTURES & COMPONENTS INSTALLED IN LWC NPP FSAR 1. 2. 2 RADWASTE RG 1.143, REV 1, 01 I SEE FSAR I.9.143 & 11.4 FOR SOLIDIFICATION 10/79 DISCUSSION BUILDING DESIGN GUIDANCE i FSAR 3. 8. 1. 2 CONTAINMENT DESIGN RG 1.15 01 I FSAR 3. 8. 1. 6 CONTAINMENT, TESTING RG 1.15 01 X REINFORCING STEEL FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL RG I.15 01 1 STRUCTURE 5 FSAR 3. 8. 4. 2 OTHER CATEGORT I RG 1.15 01 I ! STRUCTURES, NRC GUIDES FSAR 3. 8. 1. 6 CONTAINMENT-REINFORC RG 1.15 01 I ING STEEL f FSAR 1. 9. 15 TESTING-RERAR RG 1.15 REV 1, 01 I I SEE FSAR 3.8.1 i CATEGORT I CONCRETE 12/72 STRUCTURES A FSAR 3. 8. 1. 2 CONTAINMENT DESIGN RG 1.18 01 I I STRUCTURAL ACCEPTANCE TEST FSAR 3. 8. 1. 7 STRUCTURAL RG 1.18 01 I I STRUCTURAL ACCEPTANCE TEST. SEE ( ACCEPTANCE TEST 1.9 I
Page No. 21 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE l COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJE f FEATURE MODULE D P C 0 REMARKS i FSAR 1. 9. 18 STRUCTURAL RG 1.18 REV. 1 01 X X X l ACCEPTANCE TEST FOR 12/T2 ! CONCRETE PRIMARY REACTOR CONTAINMENTS FSAR 1. 9. 27 ULTIMATE HEAT SINK RG 1.27 REV 2 1/76 01 X SEE FSAR 9.2.5 & 9.2.5.6 TOR NUCLE AR POWER PLANTS FSAR 9. 2. 5 NSCW TOWERS RG 1.27 REV 2, 1976 01 X SEE 9.2.5.6 FSAR MOT CONSISTENT FSAR 3. 5 MISSILE PROTECTION RG 1.27, REV. 2 01 X 1/76 FSAR 3. . 1. 1 CLASSIFICATION OF RG 1.29 01 X SEISMIC CATEGORY I STRUCTURES. COMPONENTS AND SYSTEMS FSAR 3. 2. 1. 2 CLASSIFICATION OF RG 1.29 01 X SEISMIC CATEGORY I STRUCTURES. COMPONENTS AND SYSTEMS FSAR 3. 2. 2 VOCTLE ELECTRIC RG l.29 01 X GENERATING PLANT CLASSIFCATION SYSTEM FSAR 3. 7.B. 2 STR. CLASSIFICATION RG 1.29 01 X FSAR 3.F. 2. 1 RAZARDS ANALYSIS. RG 1.29 POSITION 01 X EARTRQUAER ANALYSIS C.2 SEISMIC DESIGN ASSUMPTIONS CLASSIFICATICN. FSAR 1. 9. 29 SEISMIC DESIGN RG 1.29 REV 3 9/78 01 X SFE FSAR T3.2.2-1 CLASSIFICATION FSAR 3. 8. 1. 2 CONTAINMENT DESIGN RG 1.55 01 X FSAR 3. 8. 1. 6 CONTAINMENT. RG 1.55 01 X SEE I.9 CONCRETE PLACEMENT FSAR 3. 8. 3. 2 CONTAINMENT-INTERNAL RG 1.55 01 X STRUCTURES O O O O O O O
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O O O O O . Pete No. 22 03/14/85 COMMITMENTS SORTED BT DOCUMENT / FEATURE ; COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES . l FSAR 3. 8. 4. 2 OTHER CATEGORT l' RG 1.55 01 I t STRUCTURES. MRC GUIDES . i FSAR 3. 8. 3. 6 CONTAIMMENT, RG 1.55 01 I I INTERNAL STRUCTURES, , MATERIAL & QC FSAR 1. 9. 55 CONCRETE PLACEMENT RG 1.55, 6/73 01 I SEE FSAR 3.8 [ FOR CATEGORT 1 STRUCTURES FSAR 2. 4. 4 DESIGN BASIS FLOOD RG 1.59 REV 2, 8/77 01 I FSAR 1. 9. 59 DESIGN BASIS FLOODS RG 1.59 REV 2, 8/77 01 I SEE FSAR 2.4.3, 2.4.4, 3.4.1 FOR NUCLEAR. POWER PLANTS FSAR 3. 4 CRITERIA FOR DESIGN RG 1.59, REV. 2 01 I BASIS FLOODS 8/77 FSAR Q220.10 SEISMIC ANALYSIS RG 1.60 01 I FSAR Q270.11 SEISMIC DESIGN RG 1.60 01 I CONFORM FOR CRITICAL DAMPING RESPONSE SPECTRA VALUES OF 1,2.5,7 AND 10% FSAR 3. 7.B. 2.11 SEISMIC STSTEM RG 1.60 01 ANALTSIS. CAT. 1 EQUIPMENT SYSTEMS & COMPONENTS FSAR 3. 7.B. 1. 1 SEISMIC RESPONSE RG 1.60 01 I SPECTRA FSAR 3. 7.8. 2.11 NORIZONTAL RESPONSE RG 1.60 01 I SPECTRA, SEISMIC CATEGORT I FSAR 2. 5. 2. 6 SEIMSIC DESIGN RG 1.60, REV 1, 01 I SEE FSAR 3.7 i RESPONSE SPECTRA 12/73 FSAR 1. 9. 60 DESIGN RESPONSE RG 1.60 REV I, 01 X SEE FSAR 3.7.1 ( SPECTRA FOR SEISMIC 12/73 DESIGN OF NUCLEAR i POWER PLANTS IC FSAR 3. 7.B. 2. 1 SEISMIC STSTEM RG l.60, REV 1, 01 I ( i l
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C O O t Page No. 23 03/I4/85 COMMITMENTS SORTED BT DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMEM7/ RES PON SIB LTT SOURCE SECTION SUBJECT 'EATURE MODULE D P C 0 REMARES
.-_-______ _-_______--_________ _.___----_-_____. ._____--- ___ ____. _-- ___ --- .- __~______________.________..____~__
FSAR 3. 7 B. 1. 3 SEISMIC DAMPING RG 1.61 E CABLE TRATS. CONSISTENT W/RG 1.61 VALUES DANPING VALUES HIGHER THAN THOSE LISTED IN T3.7.B.l-1 ALLOWED IF JUSTIFIED. FSAR 1. 9. 61 DAMPING VALUES FOR RG 1.61 10/73 01 I SEE FSAR 3.7.B.I. 3.7.N.1 SEISMIC DESIGN OF NUCLEAR POWER PLANTS FSAR 3. 3. 2. I DESIGN PARAMETERS RG 1.76 01 X FOR TORNADO LOADING FSAR 1. 9. 76 DESIGN BASIS TORNADO RG 1.76, 4/74 01 X SEE FSAR 3.3 FOR NUCLEAR PONER PLANTS FSAR 3. 5 MISSILE PROTECTION RG 1.76, 4/74 01 X FSAR 2. 3. 1. 2 DESIGN BASIS TORNADO RG 1.76, 4/74 01 I MAXIMUM WINDSPEED 360 mph = 290 mph ROTATIONAL AND 70 mph TRANSLATIONAL FSAR 2. 2. 3. 1 IDENTIFICATION OF RG 1.91 01 I IN THE PRESSURE LOADING ANALYSIS. POTENTIAL BAZARDS IN A STATIC LOAD OF 2psa WAS USED FOR SITE VICINITY SAFETT-RELATED STHUCTURES. EXPLOSIONS FSAR 1. 9. 91 EVALUATION OF RG 1.91 REV 1, 2/78 01 I SEE FSAR 2.2.3 EIPLOSIVE HAZARDS IN TNE SITE VICINITT i FSAR 3. 8. 4. 2 OTHER SEISMIC RG 1.91, REV 1, 2/78 01 X CATEGORT I STRUCTURES CODES & STANDARDS FSAR 3. 7.B. 2. 6 THREE COMPONENTS OF RG 1.92 01 I EARTNQUARE NOTION FSAR 3. 7.B. 2. 7 SEISMIC, COMBINATION RG 1.92 01 E -j 0F MOBAL RESPONSES
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O O O Page No. 24 03/14/85 COMMITMENTS SORTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES t FSAR 3. 2. 2-1 CLASSIFICATION OF RG-1.29 01 I X TABLE STRUCTURES. COMPONENTS. SYSTEMS a FSAR 2. 4. 2. 3 EFFECTS OF LOCAL ROOF DRAIN SYSTEMS 01 I INTENSE FOR ALL PRECIPITATION SAFETY-RELATED STRUCTURES ARE , DESIGNED TO PASS THE ! RUNOFF FROM THE PMP FSAR 2. 4. 2. 3 EFFECTS OF LOCAL ROOFS OF SEISMIC 01 I INTRNSE CAT. I STRUCTURES PRECIPITATION DESIGNED FOL 18" PONDED WATER CORRESPONDING TO A LOAD OF 93.6 PSF FSAR 2. 5.C SUMMART OF SAFE SHUTDOWN 01 X SEISMOLOGY. EARTHOUAER 0.2G PHA
-OPERATING BASIS EARTHQUAER 0.12 PNA FSAR 3. T.B. 2. 4 BURIED SCALING FACTOR OF 01 I CAT. 1 TUNNELS 87m'JCTbHES-S E ISMIC 1.25 USED ON FREE FIELD RESPONSE SPECTRA TO DEVELOPE CONSERVATIVE SEISMIC RESPONSE SPECTRA FSAR 3. T.B. 2. 4 DEEPLY EMBEDDED SCALING FACTOR OF 01 X STRUCTURES 1.5 FOR ENVELOPE RESPONSE SPECTRA CURVES 50 THAT 60%
DESIGN SPECTRA CURVES ENVELOPED. FSAR 12. 3. 2. 2 CONTAINMENT INTERIOR SECONDARY SMIELD 01 I SNIELD WALLS A MINIMUM 3 DESIGN-PRIMARY FT. SMIELD FSAR 0220.19 DESCRIPTION OF THE SEISMIC SEPARATION 01 X SEE 3.8.5.1 FOUNDATIONS GAP OF 5.5 IM. ( FSAR 3.B. 1. 9 COMPUTER PROGRAMS SHARE 01 X USED TO INCREASE TIME INTERVAL OF USED FOR STRUCTURAL. BECHTEL SYNTHETIC TIME-HISTORY ! I
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I SEISMIC & ACCELENATED PROGHAMS FROM .005 TO GEOTECHNICAL .013 ANALYSIS 4
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C O O c O - PoEe No. 25 03/14/85 COMMITMENTS
'i SORTED BY DOCUMENT / FEATURE -
COF.MI7 MENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARKS FSAR 12. 1. I. I RADIATION PROTECTION SHIELD NALLS 01 I ALARA-DESIGN & INSPECTED AS POURED POLICY TO ENSURE NO MAJOR CONSIDERSTIONS DEFECTS
, FSAR 3.R. 3. 7 COMPUTER PROGRAMS SPECTRA 01 X USED TO DEVELOP HESPONSE SPECTRA
'l USED FOR STRUCTURAL, SEISMIC & CURVES FOR ALL SEISMIC CAT. I STRUCTURES.
, f' GEOTECHNICAL ANALYSIS FSAR 3. 5. 1. 8 TORNADO MISSILE STEEL ROD AND 01 I PER SRP DTD 11-24-73 SPECTRUM DESIGN UTILITY POLE ADEQUACY EVALUATION EVALUATION I
FSAR 6. 2. 1. 2 CONTAINMENT SUBCOMPARTMENTS IN 01 1 PRESSURE TRANSIENTS FROM COMPUTER SUBCOMPARTMENTS CONTAIMMENT DESIGNED PROG. COCO SEE 6.2.1.1.3 DESIGN BASES TO WITESTAND TER 6.2.1.1.3.3 6.2.1.2.3 6.2.1.4.3 TRANSIENT DIFF. , PRESSURES & JET IMPINGEMENT FORCES OF A POSTULATED PIPE BREAE FSAR 2. 4. 2. 3 EFFECTS OF LOCAL SUFFICIENT PMP ROOF 01 X INTENSE SCUPPERS ARE PRECIPITATION PROVIDED TO ENSURE THAT THE 18" MAI. PONDED DEPTH NOT EXCEEDED. FSAR 3. T.B. 1. 2 SEISMIC DESIGN - SYNTHETIC TIME 01 I SEISMIC INPUT HISTORY MOTIONS ARE SCALED TO .20E AND
.12E TO OBTAINTHE SSE AND OBE TIME 4
HISTORIES. BBSPECTIVELY. i FSAR 3. 8. 1. 4 CONCRETE TENDON (COMPUTER O! I CONTAINMENT. DESIGN PROGRAM)
& ANALYSIS
( PROCEDURES COMPUTER PROGRAMS (' GENERIC 5-11-79 CLARIFICATION OF TEST RECORDS AT SITE 01 X LETTER PSAR 3.8 WILL BE EVALUATED IN j(
__ __ . _ . - __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . = . . _ . . _ ._. ACCORDANCE WITH RECOMMENDATIONS OF ACI 214 AS MODIFIED BY ACI 349 SEC. 4.3 i 9 I
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0 O O O Page No. 26 03/14/85 COMMITMENTS SOWTED BY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P c 0 REMARES
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FSAR 3. 5. 1. 3 PROBABILITY OF THE BALLISTIC 01 I ADOPTED TO DETERMINE IF SPALLING DAMAGE TO TARGET RESIARCR LABORATORY OR PERFORATION WILL OCCUR UPON STRUCTURE EQUATION 5 WITH A MISSILE IMPACT OF A SPECIFIED FACTOR OF 5AFETY OF SLAB. 'i 1.2.
; FSAR 3. 8. 1. 3 CONTAINMENT DESIGN. THE BLAST LOAD 15 01 I LOADS AND LOAD CONSERVATIVELY TAKEN
, COMBINATIONS AS A PEAK POSITIVE INCIDENT OVER PRESSURE...CONSIDERE ~
D IN DE51GN A5 AN EQUIVALENT STATIC PRESS. OF 2 PSI. FSAR Q430.10 DIESEL GENERATOR THE D.G.'5 ARE 01 I BLDG. TRAIN A & B SEPARATED BY A 2 FT. SEPARATION THICE REINFORCED CONCRETE WALL. FSAR 3. 7.B. 2. 9 EFFECTS OF PARAMETER THE EFFECTS OF 01 I VARIATION ON FLOOR PARAMETER VARIATION-RESPONSE SPECTRA ON FLOOR RESPONSE SPECTRA ARE ACCOUNTED FOR BY BROADENING THE PEAE5 ASSOCIATED WITH EACH STRUCTURAL FREQUENCY BY +/- 15 PERCENT. 'I F5AR 3, 8. 1. 6 CONCRETE CONTAINMENT THE MIIING WATER. 01 I MATERIAL 5 OC & INCLUDING THE FREE SPECIAL CONSTRUCTION WATER ENTRAINED IN TECHNIOUE5 THE AGGREGATE 5 HALL NOT CONTAIN MORE r THAN 250 ppe OF CHLORIDES. FSAR 3. 7.B. 2. 8 INTERACTION OF THE TURBINE BUILDING 01 I L NON-CATEGORY I AND THE RADWASTE STRUCTURES TO TRANSFER BUILDING ADJACANT CATEGORY I ARE ANALYZED 70 t STRUCTURE 5 VERIFY THAT THEIR COLLAPSE WILL NOT BE ON ONE OF THE ( SEISMIC CATEGORY I STRUCTURES. ( _____-__----_m._ _ _ _ _ _ _ _ _ _ _ _ mm. _ . _ _ _ _ _ _ _ . - _ _ _ . _ _ _ _ _ .__ - - _ _ _ _ _ _ _ _ _ _ _ _ - - _ _ - - _ _ _ - - _ _ _ _ _ _ _ _ . _ _ _ . _ _ . _ - _ . _ _ _ - --A ____a _t r - _____.__m. _ ----___=-r-
Page No. 27 03/14/85 COMMITMENTS SORTED BY DOCUMENT /FEATURB COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RBS PON SIB LTY SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 7.B. 2. 1 SEISMIC SYSTEM THE VEGP IS 01 I ANALYSIS COMMITTED TO MULTIPLY THE ENVELOPE IN-STRUCTURE RESPONSE SPECTRA FOR DEEPLY EMBEDDED CATEGORY I STRUCTURES BY A SCALING FACTOR OF 1.5 (FEB. 20 1978 GPC LETTER). FSAR 3.F. 4. I HAZARDS EVALUATION. THE WALLS OF THE AFW 01 X AUX, FREDWATER PUMP PUMP ROOMS ARE ROOM CAPABLE OF WITESTANDING THE MAIIMUM DIFFERENTIAL PRESSURE OF 1.68 PSI FSAR 3. S. 1-7 PROTECTED SYSTEM & THIS TABLE SHOWS 01 I TABLE COMPONENT BARRIERS SYSTEMS & COMPONENTS AGAINST EXTERNALLY MISSILE BARRIERS GENERATED MISSILES WITH MIN. CONCRETE THICENESS & DESIGN CONCRETE STRENGTH. FSAR 3. 7.8. 2. 1 HYDRODYNAMIC TID 7024, AEC, 8/63 01 X RFFECTS. SEISMIC l FSAR 3. 8. 3. 4 CONTAINMENT, TID-7024, 8/63 01 I l INTERNAL STRUCTURES. REFUELING CANAL l HYDRODYNAMICS i FSAR 3. 7.8. 1. 2 SEISMIC DESIGN, TIME INTERVAL OF THE 01 X DESIGN TIME - ORIGINAL 245 HISTORY TIME-HISTORIES IS INCREASED FROM O.00$S TO O.01S THROUGH THE USE OF COMPUTER PROGRAM ( SHAEE. i FSAR 3. 4. 1. I FLOOD PROTECTION TWO WATERSTOPS ARE 01 ( MEASURES FOR SEISMIC PROVIDED AT EACH I CATEGORY I SEISMIC SEPARATION
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Pago No. 28 03/14/85 COMMITMENTS SORTED FY DOCUMENT / FEATURE COMMITMENT COMMITMENT COMMITMENT DOCUMENT / RES PON SIB LTT SOURCE SECTION SUBJECT FEATURE MODULE D P C 0 REMARES FSAR 3. 7.B SEISMIC DESIGN UBC-76 01 I CATEGORY 2 BUILDINGS FSAR 3. 2. 2-2 PRINCIPAL CODES AND UBC-76 UNIFORM 01 X STANDARDS FOR BUILDING CODE T.3.2.2-1 FSAR 12. 3. 2. 2 CONTAINMENT WALL & DOME O! I SHIELDING-DBSIGN THICENESS MIN. 3'-9" FSAR 3. 8. 1. 6 CONCRETE CONTAINMENT WATER AND ICE FOR 01 X MATERIALS, QC & MIXING SHALL BE SPECIAL CONSTRUCTION CLEAN WITH A TOTAL TECHNIQUES SOLIDS CONTENT OF NOT MORE THAN 2000 ppe AS MEASURED. FSAR 3. 5. 1. 4 MISSILES GENERATED WHERE CONCRETE 01 I BT NATURAL PHENOMENA EXTERIOR WALLS AND ROOFS ARE USED AS BARRIERS. SUCH WALLS HAVE A 24" MINIMUM THICENESS. WHILE THE ROOFS ARE AT LEAST 21" THICE. THE CONCRITE HAS A 28 DAT STRENGTH OF MINIMUM 4000 pet. FSAR 3. 7.B. I SEISMIC DESIGN - WHERE SSE. OBE, PEAE 01 X SEISMIC INPUT GROUND ACCELERATIONS ARE 0.2Og AND O.12g RESPECTIVELY FSAR 3. 8. 1. 6 CONTAINMENT. f'c = 5000 pel - 01 X CONCRETE BASENAT. SLAB. ( GALLERT. SRAFT #1 , f*c = 6000 ps! - l CTLINDER & DOME l
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3.5 IMPLEMENTATION MATRIX O After the commitments are identified, each team reviews the documents controlling its areas of responsibility to verify compliance with commitment requirements. The depth of verification is to the next level of detail below that stated in the commitment matrix. As an example, if a code is stated as a commitment, the verification will be to the sections within the code. If a code chapter is stated, the verification will be to the subchapters. , 0 l lO l l l l !O l lO O 0006a
( \ ( IMPLEMENTATION SORTED ALPEABETICALLT g- ________ _____ DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES ( ( EXPLANATION OF FIELDS ( Document / Feature The document discussed in the FSAR section or the Plant Feature description in the FSAR section. (See Comunitment Matrix) 4 ( Section ( The section of the document that is being discussed. Module ( The Readiness Review Modules applicable to the section under discussion. ( Design Last, Proc Last, Const. Last The organization that implements the requirements of the comunf tment. "Last" indicates the project document currently contain the information found in the comunitment. Design First, Proc First, Const. First (' l The organization that implemented the requirements of the comunf tment. "First" indicates the project document that contained the information found in the comunitment when the activities governed by the document first began, n 1 i O O I O 4 i o I - . _ - .
Page No. 1 02/28/85 ' IMPLEMENTATION 1 SORTED ALPHABETICALLY r ..-----_-_----------- 7 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIR 5T PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES ( - ---- ------------- ------------ --- ------ ----- ------------ ------------ ------------ ------------ ------------ -------- ------ y ( 10CFR100 APPENDII A- 01 DC-1005 RET. 0C-1005 BEV. 7 SEISMIC AND 01 SECT. 0 3/10/80. GEOLOGIC 2.0 EECT. 2.0 r SITING GOVERNING GOVERNING 7 CRITERIA DESIGN DESIGN CRITERIA CRITERIA ( 7 10CFR100 APPENDIE A - 01 DC-1000C DC-1000C 51ESMIC AND REV. 3 RET. 0 ( GEOLOGIC SECT. 2.5.1 2/28/T4 7 SITING USNRC SECT. 2.5.1 CRITERIA REGULATIONS USABC f REGULATIONS ") IOCFR50 APPENDII A GDC-16 01 DC-100C REV. SAME As f 3 DC-2!01 CURRENT ") REV. 2 LOCATION ( 10CFR50 APPENDIX A GDC-19 01 BC-1000C SAME A5 ") RET. 3 CURRENT DC-2007 REV. LOCATION ( 3 DC-21tl ") RET. 2 ( 10CFR50 APPENDRI A GDC-2 01 DC-1000C DC-2130 REV. .S. r)
- 3. DC-2131 RET. 3 DC-1004 REV. REV. 2
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COMPARTMENT.CONTAINM SECT. 6.0.B C ENT INTERNALS 3 A 30 psf SNOW LOAD IS 01 DC-1000-C, DC-1000-C, { APPLIED TO ROOFS OF REV. 3 RET. O, ) ALL SEISMIC CAT. I 9-30-83, 2-28-74, STRUCTURES SECT. 5.3, SECT. ( MIN. DESIGN 4.4.10 SNOW ) LOADS LOAD I ) 3 O O O O O O O
PaBe No. O 3 O O O ) , 02/28/85 IMPLEMENTATION $ SORTED ALPRABETICALLT 1 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES
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f ACI 211.1 ALL 01 DC-1000C. DC-1000C, X2AP01 I2AOPl. SOILS AND 7
#EV. 03 REV. O C3.6 REV. C3.6 REV. MATERIALS CORR.
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mEQUIREMENTS I FOR CAT. I ") , STRUCTURES f ACI 214 AS MODIFIED O! I2AP01 I2AP01 ACCEPTANCE ") BY ACI 349 C3.6 REY. C3.6 REV. CRITERIA MEETS 15 8-3-84 0 5-9-88 TRAT OF 349. I GENERIC LETTER ") 05-11-79. f ACI 304 CHAPTER 01 - 01 GENERAL *) INTRODUCTION INFORMATION / ACI 304 CHAPTER 02, 01 X2AP01 I2AP01 CERTIFICATION ") CONTROL, C3.1 REV. C3.1 REV. INCLUDES HANDLING AND 8 12-8-83 0 4-7-77 CHECEING OF ( STORAGE OF STORAGE AND () MATERIALS HANDLING STSTEMS. C' ?) ACI 304 CHAPTER 03 & 01 CD-T-02 CD-7-02 04 BEV. 14 REY. 5 ( MEASUREMENT 8-9-84 6-14-78 () AND MINING , C ACI 304 CHAPTER 05 01 I2AP01 32AP01 SECTION 5.3.2 C) TRANSPORTING C3.1 REV. C3.1. REY. ON CENTRALLY CONCRETE 8 12-9-83 P. 4-7-77 MIIED CONCRETE ( X2AP01 I2AP01 ONLY PART () C3.2 RET. C3.2 REV. APPLICAELE 22 11-9-84 0, 4-7-77 (' C) ACI 304 CRAPTER 06 01 CD-T-02 CD-T-02 PLACING REV. 14 REV. 6 (' CONCRETE 8-9-84, 6-14-78 () I2AP01 I2AP01 C3.2 REV. C3.2 REV. C 22 11-9-84 0 4-7-77 f) ACI 304 CHAPTER 07 & 01 THESE METHODS 08 (? PREPLACED NOT USED () AGGRETATE () () () () _ _ _ - _ - - _ _ _ _ _ _ ._ _ __:__.-_______-__.--__-__-__-__--_ __ --__.___. - - - - - - _ _ _ _ __ _ _ _ _ _ _-- _ _ _ _ _ _ _ . _ _ _ _ _ _ = _ _ _ . _ _ _ _ _ _ . _ _ _ _ _ _ - _
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3 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES ____________________ ____________ ___ .___________ ____________ ____________ ____________ ____________ ____________ _______________ q ( ACI 304 CHAPTER 09 01 CD-T-02 CD-T-02, 7 PUMPING REV. 14 REY. 7 CONCRETE 8-9-84 3-22-79, (' E2AP01 E2AP01 ~) C3.2 RET. C3.2 REV. 22, 11-9-84 0 4-7-77 (' *) ACI 304 CHAPTER 10 01 CD-T-02 CD-7-02, FORMS REV. 14 REY. 6 (' CLEANUP. 8-9-84 6-14-78 ") FINISHING I2AP01 X2AP01, C3.2 REV. C3.2 REV. ( 22 11-9-84 0 4-7-77 P) ACI 304 CHAPTER il REFERENCES I 9I ACI 305 CHAPTER 02 GENERAL AND 02 INFORMATION AND INTRODUCTION RESEARCR DATA #) l(
; AND CONCRETE PROPERTIES 3
i ~ i f) ACI 305 CHAPTER 03 01 I2AP01 12AP01, PRODUCTION C3.1 REV. C3.1. REY. ( AND DELIVERY 8 12-9-83 0. 4-7-77 F) ACI 305 CHAPTER 04 01 CD-7-02 CD-T-02 ( PLACING AND REV. 14 REV. 8 [) ! 4 CURING 8-9-84.. 10-27-80 22AP01 I2AP01 , ( C3.2 REV. C3.2, REV. () t 22 11-9-84 0. 4-7-77 (' ACI 305 CHAPTER 05 01 CD-T-02, CD-7-02, () i TESTING & REV. 14 REF. 5 INSPECTION 8-9-84 6-14-78 ('- I2AP01 E2AP01 () i C3.1. REV. C3.2 REV. 8 12-9-83 0 4-7-77 () () ACI 306 CHAPTER 01, 01 CD-T-02 CD-7-02 GENERAL RET. 14 REV. 11 i () REQUIRENENTS B-9-84 8-19-82 () I2AP01 22AP01, C3.2 REV. C3.2, REV. () 22 11-9-84, O. 4-7-77 () I2AP01 I2AP01 C3.1 REY. C3.1 REV. l () - () i C) () i i i - . _ _ - - . _. - _ _ _. . _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ - - _ - _ _ _ _ - _ - _ _ _ _ - - ___ - -_ _ _ _ _
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' ' IMPLEMENTATION 7 SORTED ALPHABETICALLY 3
DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES ( ____________________ ____________ ___ ____________ ____________ ____________ ____________ ____________ __ ___ _______________
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(~ ACI 306 CHAPTER 02, 01 X2AP01 I2AP01 ~) HEATING C3.1 REV. C3.1 REV. MATERIALS 8 12-9-83 0 4-7-17 t F ~) ACI 306 CHAPTER 03 CD-T-02 CD-T-02
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C3.2 REV. C3.2 REV. ( 22 11-9-84 0 4-7-77 ") ACI 306 CHAPTER 04 THIS SECTION (~ PROTECTION NOT APPLICABLE #) REQUIREMENTS FOR CONCRETE I IN SERVICE O CATEGORIES OTHER THAN f STRUCTURAL 9) ACI 306 CHAPTER 05, 01 CD-7-02 CD-7-02 f PROTECTION REV. 14 REV, 10 O AND STRENGTH 8-9-84, 2-26-82 REQUIREMENTS X2AP01 E2AP01 O FOR C3.2 REV. C3.2 REV. O STRUCTURAL 22 11-9-84 0 4-7-77 CONCRETE C O ACI 306 CHAPTER 06 01 ACCELERATORS ACCELERATION NOT USED f' OF STRENGTH () DEVELOPMENT ( ACI 306 CHAPTER 07 01 CD-T-02 CD-T-02 () PROTECTION REV. 14 REV. II. 8-9-84 8-19-81 ( X2AP01 I2AP01 () C3.2 REY. C3.2 REV. 22 11-9-84 0 4-7-77 C 0 ACI 306 CHAPTER 08 01 CD-T-02 CD-T-01 POST PLACEMENT TEMPERATURE REV. 14 BET. 5 INSPECTION FORM () RECORDS 8-9-84 6-14-28 () ACI 306 CHAPTER 09 01 CD-T-02 CD-7-02 C COLD WEATHER REV. 14, REV. 11 O CURING AND 8-9-84 8-19-82 FORM X2AP01 E2AP01 O O O O
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(' ACI 318-71 04.0 - 01 I2AP01 I2AP01 FLTASH CONCRETE ") CONSTRUCTION C3.6, REV. C3.6 RET. IS TESTED 991 REQ.. CHAP. 15, 8-3-84 0, 5-9-77 DAYS INSTEAD OF C 04 - 28 DAYS. *) CONCRETE QUALITT, (' 04.1 - ") GENERAL (' ACI 318-71 04.2-SELECTI 01 ON OF 32AP01 32AP01 ") C3.6 REV. C3.6, REY. CONCRETE 15 8-3-84 0, 5-9-77 (' PROPORTIONS C) ACI 318-71 04.3 01 32AP01. I2AP01, f EVALUATION C3.6 REV. C3.6, REV. F) AND 15, 8-3-84, O. 5-9-77, ACCEPTANCE CD-T-02, CD-T-02, f OF CONCRETE RET. 14 REV. 5, f) 8-9-84 6-14-78. ( ACI 318-71 05.0-NIIING 01 CD-T-02, CD-T-02, f) AND PLACING REV. 14 REV. 5 CONCRETE, 8-9-84, 6-14-78 ( 5.1-PREPARAT X2AP01, I2AP01, d) ION OF C3.2, REV. C3.2, REV. EQUIPMENT 22, 11-9-84 0, 4-7-77 ( AND PLACE OF CD DEPOSIT ( ACI 318-71 05.2-MIIING 01 I2AP01 I2AP01 () OF CONCRETE C3.1, REV C3.1, REV. 8, 12-9-83 0, 4-7-77 ( CD ACI 318-71 05.3 - 01 CD-T-02, CD-T-02, 05.5-CONVEYI REV. 14 REY. 5 C NG. 8-9-84 6-14-78. () DEPOSITING, 22AP01 I2AP01 CURING C3.2, REV. C3.2 REV. (? 22, 11-9-84 0, 4-7-77 () ACI 318-71 05.6 - 01 CD-7-02, CD-T-02, () 05.7-COLD & REV. 14 REV. 7 () EDT WEATHER 8-9-84, 3-22-79, REQUIREMENTS X2&P01, 32AP01, () C3.1, RET. C3.1, REV. () 8, 12-9-83, O. 4-7-77 I2APOI, 22AP01, C' C) () ()
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D. 5-4-77 f ASTM A615 GR60 ALL 01 I2AF01. RET. I2AF01. BET. I2AP01 I2AP01 () 6 8-16-83 1. 5-27-77 C3.6 REV. C3.6. REV. ( 15. 8-3-84 P. 5-9-77 ASTM C150 ALL 01 I2AB01 RET. I2A501 REV. CD-T-02 O CD-7-02 6 6-24-83 REY. 14 (' 0, 12-14-76 8-9-84, BET. B. 10-27-80 I2AP01 22AP01 f) (' C3.6 REV. C3.6 REV. 15 0, 5-9-77 8-3-84 () i ASTM Cll7 ALL 01 X2AB02 REV. I2AB02 RET. I2AP01 l [ I2AP01 4, 6-24-83 O. 12-14-76 C3.6 REV. C3.6 REV. i I24503 RET. I2AE03 REV. 15, 8-3-84 0, 5-9-77 () l 3 6-24-83 0 12-14-76 ( CD-7-02 REV. 5 C) 6-14-78 (' ASTM C123 ALL 01 I2AB02. REV. I2AE02 RET. CD-T-02 CD-T-02 4 6-24-83 D. 12-14-76 RET. 14, REV. 5 () C I2AB03. RET. I24E03 REY. 8-9-84.- 6-14-78 3, 6-24-83 0 12-14-76 12AP01 22AP01 C3.6 REY. C3.6 RET. () 15 8-3-84 0, 5-9-77 (? . ASTM C125 ALL 01 C) l CD-T-02 CD-T-02, l REV. 14 REV. 7 () 8-9-84 3--22-79 () ASTM C127 ALL Ol' X2AIO3 REV. I2AG03 RET. CD-T-02 CD-T-02 () () () ()
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( 7 Page No. 15 02/28/85 IMPLEMENTATION 7 SORTED ALPHABETICALLV 3 DCCUMENT/ FEATURE SECTION MOD DESION LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES
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ARE BASED ON SEED EV. 1-AND IDRISS CURVES GESIGN (' CRITERIA f) (SEISMIC) (' DEEPLT EMBEDDED STRUCTURES - SCALING 01 DC-1000C, DC-1000C, () REV. 3 REV. 1, FACTOR OF 1.5 USED 9-30-83, 11-22-77, ( ON INTELOPE RESPONSE SECT. 5.6.lF SECT. 5.6.lr r) SPECTRA CURVES SO & APP. F, & APP. F. THAT 60% DESIGN SEISMIC C SPECTRA CURVES ANAL. OF r) ESSENTIALLT CAT. I ENVELOPED STRUCTURES (' ') DESIGN FEATURES OF 01 DWG. SAME AS CONTAIMMENT - MIN. II2D01A002, CURRENT (' THICENESS OF REV. II () CONCRETE BASEMAT = 8'-3" C O DESIGN FEATURES OF 01 DWG. SAME AS CONTAINMENT - MIN. 182D014003, CURRENT (N THICENESS OF REV. II C) CONCRETE INSTRUMENTATION () GALLERT = 8'-0" () DESIGN FRATURES OF 01 DWG SAME AS () CONTAINMENT - MIN. IE2D01A002 CURRENT () T81CENESS OF REV. 11 CONCRETE ROOF = O O O O O O O o
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3'-9" (' DESIGN OF STRUCTURE 01 DC-2129 DC-2129, ~) FOR TORNADO MISSILE REV. 4, REV. 2 IMPACT - ALL 8-9-83, 3-29-78, (' SAFETY-RELATED CAT. SECT. 3.5.1, SECT. 3.5.1
*)
I STRUCTURES ARE DC-2128 DC-2128 PROVIDED WITH REV. 2 REV. O. C F*C=4000 poi MIN. 8-19-83, 3-20-79, 7) STRENGTH CONCRETE SECT. 3.6.1 SECT. 3.6.1
- CONC. - CONC.
f CB DESIGN OF STRUCTURE 01 DC-2144A. DC-2144A, FOR TORMADO MISSILE REV. 2 REV. 1 f IMPACT-ALL 7-27-83 12-18-78, () SAFETT-RELATED CAT. SECT. 3.3.1 SECT. 3.3.1 I STRUCTURES ARE - CONC, DC-2130 (' PROVIDES WITH DC-2130 REV. 1 () F'C-4000 poi MIN. REV. 3 4-7-78, STRENGTH CONCRETE 7-27-83 SECT. 3.5.1. (> SECT. 3.5.1 DC-2131
- CONC. REV. 1
() DC-2131, 4-28-78, C REV. 2 SECT. 3.3.1. 7-19-83, DC-2159 () SECT. REV. 1 C 3.3.1-CONC. 5-9-78 () DC-2159 SECT. 3.3.1. REV. 2 f T-18-83 () SECT. 3.3.1
- CONC.
b UI DESIGN OF STRUCTURE 01 DC-2108 DC-2108 FOR TORNADO MISSILE RET. 2 REV. 2, C IMPACT-ALL 8-19-83, 8-19-83 () SAFETY-RELATED SECT. 3.3.1 SECT. 3.3.1 STRUCTURES ARE - CONC. - CONC. () PROVIDED WITH () F'c=4000 pet MIN. STRENGTR CONCRETE DESIGN OF STRUCTURE 01 DC-2101 DC-2101, FOR TORNADO MISSILE RE%. 2 REV. O, O O O O O O O o
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( IMPACT-ALL 8-16-83 3-11-74 ' SAFETY-kELATED SECT. 3.3.2 SECT. 3.4.2 STRUCTURES ARE - CONC. - CONC. C PROVIDED WITH 3 F'c=4000 poi MIN. STRENGTH CONCRETE C 3 I 'l r , 7 ( 7 7 7
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r --------------------- DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES ( -------------------- ------------ --- ----------- ----------- ------------ ------------ ------------ ------------ ------------ - ~} (' DESIGN OF STRUCTURE 01 DC-2148 DC-2148 ") FOR TORNADO MISSILE REV. 3 REV. O, IMPACT-ALL 8-1-83 4-4-74, (' SAFETY-RELATED SECT. 3-3.1
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STRUCTURES ARE PROVIDED WITH . (' F*c=4000pei MIN. STRENGTH CONCRETE
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(' DESIGN OF STRUCTURE FOR TORNADO MISSILE 01 DC-2105, REV. 4 DC-2105, REV. O,
*)
IMPACT-ALL 7-27-83, 4-1-74, C SAFETY-RELATED SECT. 3.3 1 SECT. 3.3.1 F) STRUCTURES ARE - CONC. - CONC. PROVIDED WITH (' F'c=4000pel MIN. f) STRENGTH CONCRETE I DESIGN OF STRUCTURE 01 DC-2107 DC-2107. [) FOR TORNADO MISSILE REV. 2 REV. 1 IMPACT-ALL 8-9-83, 5-26-78 C SAFETY-RELATED SECT. 3.3.1 () STRUCTURES ARE - CONC. PROVIDED WITH (' F'e=4000 pet MIN. () STRENGTH CONCRETE (' DESIGN OF STRUCTURE 01 DC-2111. DC-2111, () FOR TOHNADO MISSILE REV. 2 REV. 1 IMPACT-ALL 8-23-83, 7-29-77 (% SAFETY-RELATED SECT. 3.3.1 () STRUCTURES ARE - CONC. PROVIDED WITH () F'c=4000pel MIN. () STRENGTH CONCRETE. () DESIGN OF STRUCTURE 01 DC-2109, DC-2109, gg l FOR TORNADO MISSILE REV. 3 REV. 1, i IMPACT-ALL 7-18-83, 6-00-77 { () i SAFETY-RELATED STRUCTURES ARE SECT. 3.3.1
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O O O O O O O ( SAFETY-RELATED REV. 11 I STRUCTURES ARE IX2D48AOl8 PROVIDED WITH 24 REV. 5 ( INCH MIN. WALL II2DY8ED03, 7 THICKNESS. REV. 7. I 7 ( 7 ( 7
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25 m 4-kA.-m.A A m.4.m- me 4Mm-m m_&m...A.-Ax m._.m ...m.h.Jh_ama4- 4' E 1hM4 ad A.M .&A.%_h&A.S.hA .4_ t-w,e ...%m..b,.A_6m _ h,- e.wh.. 4m- ,, mhua..a43..h4M.__,b.6 4N .h.%4.=bhAe.%%--hh e.e w M4-.EShEm& Lk %sh.hw-M m. =44.m.4.Jhm-We.e *6M m4-.mehe ( SAFETY-RELATED t STRUCTURBS ARE PROVIDED WITH 21 C INCHES MIN. ROOF $ TalcaNESS 9 r 3 r 3 f 7 ( 7 ( 3 7 7 7
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- IMPLEMENTATION 4 SORTED ALPHABETICALLY g --------------------- 3 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES c -------------------- ------------ --- ------ ----- ------------ ------------ ------------ ------------ ------------ --------------- 3 C DSGN. OF STRUCTURE 01 CONTROL SAME AS ')
FOR TORNADO MISSILE ELDG. CURRENT IMPACT - ALL APill436 C SAFETY-RELATED REV. 5 ~) STRUCTURES ARE PROVIDED WITH 21 C INCHES MIN. ROOF 7 THICENESS (' DSGN. OF STRUCTURE 01 AUR. BLDG. SAME AS AR2008A007, CURRENT
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FOR TORNADO MISSILE IMPACT - ALL REV. 19, ( SAFETY-RELATED APOBC368, r) STRUCTURES ARE REV. 2, PROVIDED WITH 24 APO81051, f INCH MIN. WALL REV. 4. *) THICENRSS C DSGN. OF STRUCTURE 01 F. H. BLDG. SAME AS () FOR TORNADO MISSILE AR2009A008 CURRENT IMPACT - ALL REV. 10 ( SAFETY-RELATED Q STRUCTURES ARE PROVIDED WITH 24 C INCE MIN. WALL Q THICENESS C DSGN. ')F STRUCTURE 01 FUEL POOL SAME AS Q FOR TORNADO MISSILE AR2009A005, CURRENT IMPACT - ALL REV. 10 C SAFETT-RELATED Q STRUCTURES ARE PROVIDED WITH 24 C INCH MIN. WALL Q THICENESS C DSGN. OF STRUCTURE 01 DG BLDG SAME AS Q FOR TORNADO MISSILE 182D0TA002, CURRENT IMPACT - ALL REV. 4. O SAFETY-RELATED Q STRUCTURES ARE PROVIDED WITH 24 Q INCH MIN. WALL Q THICENESS Q DYNAMIC ACTIVE 01 CALC. NO. (SAME AS Q PRESS. BY SEED'S R2CC3.15, CURRENT) VERSION OF REV. 1-O O o O O O O O O O o
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( ----------------- -- ------------ --- ------------ ------------ ------------ ------------ ------------ ------------ -------- ------ 3 I l (' EMP. RELATIONSHIP 01 CALC. NO. (SAME AS Q241.3 7 FOR UNDRAINED YOUNGS X2CF-5-079 CURRENT) MODULUS E-400Su. REY. 0-C Su=UNDRAINED SHEAR SETTLEMENT 7 STRENGTH. (4000KSF) ANAL. OF LOWER POUND POWER BLOCK (' USING E=4000 ~) ESF FOR MARL (' FACTOR OF SAFETY OF AT LEAST 2.0 OVER 01 CALC. NO. (SAME AS X2C510.ll.1, CURRENT) Q220.19 ") THE MAX. CALCULATED REV. 0-(' STRUCTURE TO MISC. REL. f) STRUCTURE RELATIVE DISPL. DISPL. BETWEEN (' STRUCTURES *) FDNS. - A SEISMIC 01 DC-1000C, DC-1000C, f SEPARATION GAP IS REV. 3 REV. 2, f) MAINTAINED BETWEEN 9-30-83, 12-29-81, NEIGHBORING BLDGS. SECT. 4.2.5, SECT. 4.2.5, C SETTLEMENTS SETTLEMENTS () FINENESS MODULUS 01 X2&E02, REV. 12AE02, REV. f BETWEEN 2.5 AND 3.0 4, 6-24-83 0, 12-14-76 () FLATNESS OF CONCRETE 01 I2AP01, 72AP01, ATTACHMENT "A" ( SURFACES 3/8" IN 5' C3.2, REV. C3.2, REV. FOR CONTAINMENT () ANY DIRECTION 22, 11-9-84 0, 4-7-77 BUILDING ONLY (' FOR DEEPLY EMBEDDED CAT. I STRUCTURES, 01 DC-1000C, REV. 3 DC-1000C, REV. O, () THE CONTROL MOTION 9-30-83, 2-28-74, (' AT THE FINISHED APP. F. APP. F. O GRADE LEVEL IN THE SECT. 3.0, SECTS. 6.0 & FREE FIELD AND SOIL DEEPLY 7.0 (' STRUCTURE EMBEDDED () INTERACTION ANAL. STRUCTURES ARE PERFORMED USING (' THE FINITE ELEMENT METHOD () () FOR SHALLOWLY 01 DC-1000C, DC-1000C, () EMBEDDED CAT. I REV. 3 REV. 1 STRUCTURES, THE 9-30-83,' 11-22-77, () CONTROL MOTION IS APP. F. APP. F. () APPLIED AT THE FDN. SECT. 2 SECT. 2.0 LEVEL OF THE SHALLOWLY 0 0 O O 9 O O o
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f 7 Page No. 31 02/28/85 IMPLEMENTATION 7 SORTED ALPHAr.ETICALLY
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, ____________________ ____________ ___ ____________ ____________ ____________ ____________ ____________ ____________ _______________ -)
f FREE NATER NO MORE 01 I2AP01, B2AP01, 7 THAN 250ppe C3.6, REV. C3.6 REv. CHLORIDES 15, 8-3-84 5, 6-8-79 C 7 FUEL HANDLING BLDG. 01 DWG. SAME AS SHIELDING DESIGN - AI2009A005, CURRENT f FUEL TRANSFER CANAL REV. 10 ') MIN. 4' CONCRETE WALL f 3 0 EM D-COMPUTER 01 DC-1000-C.RB DC-1000-C,RE PROGRAM. SOIL-STRUCTU V03,09-30-83 V02.12-29-81 I RE INTERACTION . APP A , APP A.A-7 () CENERIC 01 THIS COMMITMENT (' LETTER-JUSTIFICATION IS SUPERCEDED f) WILL BE PROVIDED BY THE WHEN VIBRATORY COMMITMENT (' MOTION CALC. AT CAT. " DEEPLY f) I STR. FDN. LEVELS EMBEDDED IN THE FREE FIELD IS STRUCTURES - ( LESS THAN 604 OF THE SCALING FACTOR () DESIGN SPECTRA OF 1.5 FOR ENVELOPE ( RESPONSE O SPECTRA CURVES SO THAT 60% ( DESGN. SPECTRA G CURVES ENVELOPED" GPC C LETTER 2-20-78 () HANDBOOE OF APPLIED 01 DC-1000-C.RE DC-1000-c. SEE "PSAR ( HYDROLOGT 1964 V03,(9-30-83 REV. O. COMPARISON" IN O SECT. 4.4.5, (2-28-74). DC-1000-C, REV. TABLE 2. SECT. 4.4.4, 03 FOR FURTHER C TABLE 2-2 INFO. @ ICES - STRUDL - II 01 DC-1000-C, DC-1000-C, C (MCAUTO VERSION) REV. 03, REV. O Q USED FOR STRUCTURAL (9-30-83) (2-28-74), ANALYSIS IN APP. A, B.2 APP. A, #6 C AUXILIART BUILDING & Q NSCW TOWERS Q INTERACTION OF 01 DC-1000C, DC-1000C, Q NON-CAT. I REV. 3 REV. 1, STRUCTURES TO 9-30-83, 11-22-77 O O o O O O O G O O o
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( ADJACENT CAT. I SECT. 6.6.2, SECT. 5.6.2, ' STRUCTURES - THE TB CAT. 11 STRUCTURES AND BADWASTE STRUCTURES ADJACENT TO O TRANSFER BLDG, ARE ADJACENT TO CAT. I l ANALTZED TO VERIFY CAT. I STRUCTURES THAT THEIR COLLAPSE STRUCTURES f WILL NOT BE ON ONE I 0F THE SEISMIC CAT. I STRUCTURES C 7 I 7 C 3 C a C 7 C 7 C , C O C 3 C 9 ( q ( ) 4
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(' T Page No. 32 02/28/85 IMPLEMENTATION SORTED ALPHABETICALLT _____________________ t DOCUMENT /FEATURR SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES g ____________________ ____________ ___ ______.._____ ____________ ____________ ____________ ____________ ____________ _______________ 3 (' INTERACTION OF 01 DC-1005 DC-1005, 7 NON-CAT. I REV. 1 REw. O. STRUCTURES TO 4-4-83, 3-10-80, (~ ADJACENT CAT. I SECT. 3.3, SECT. 3.3, 7 STRUCTURES - THE TB CAT. II CAT. II AND RADWASTE STRUCTURES STRUCTURES ( TRANSFER BLDG. ARE 9 ANALTZED TO VERIFT THAT THEIR COLLAPSE C WILL NOT BE ON ONE 7 OF THE SEISMIC CAT. I STRUCTURES f 9 MAXIMUM DESIGN 01 DC-1000-C. DC-1000-c. GROUND WATER LEVEL REV. 3 REV. O, f 165.0 FT. MSL 9-30-83, 2-28-74, #) SECT. 4.1.7, SECT. 4.1.7 GROUND WATER (' TABLE O MINIMUM DC-2144-A, DC-2144-A, TUNNEL / BLDG. I TUNNEL-TO-TUNNEL /BLD REV. 2 BBV. 2 GAP CAN BE () G. SEISMIC GAP OF 3* 7-27-83, 7-27-83, VERIFIED SECT. 3.1, SECT. 3.1 THROUGH (' DESCR. OF DRAWINGS C) STRUCTURE C MISSILE PROTECTION 01 DWG. NO. Q FOR AIR INTAER IX2007A002, FILTERS IS PROVIDED REV. 4 f' BT 2 FT. THICE IX2D07C004 () REINFORCaD CONCRETE REV. 5 WALLS AND ROOF SLABS lE2D07C008 C REV. 3 Q ONE WATERSTOP 01 DC-1000C, DC-1000C, O PROVIDED AT EACH REY. 3 REV. 1 Q CONSTR. JT. BELOW 9-30-83, 11-22-77 EL. 170' EXCEPT IN SECT. 7.8, SECT. 7.8 O THE NSCW TOWERS WATERSTOPS WATERSTOPS Q WHERE TWO WATERSTOPS ARE PROVIDED. O O OPERATING BASIS 01 DC-1000C, DC-1000C, EARTHOUAEB = .12g REV. 3 REV. 1 C 9-30-83, 11-22-77, Q SECT. 5.6 SECT. 5.6 SEISMIC SEISMIC O O o G 9 9 9 9 9 9 o
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COMBINATIONS. SECT. 6.4.1, SECT, 6.4.1, (' STRENGTH METHOD - CAT. 1 CAT. I #) CONC. DSGN. LOAD STRUCTURES STRUCTURES COMBINATIONS LISTED (' IN TABLE 3.8.4-3. ") PLUMBNESS OF 01 CONSTR. I2AP01 C3.2 ATTACBMENT "A" (' CONCRETE WALLS: 1/4 SPEC. BBV. 1 FOR CONTAINMENT f) INCHES IN MEASURE IN X2AP01 11-2-77 BUILDING ONLT 10 FRET SECT. C3.2 (' TOLERANCES f) FOR REINF. CONC. WORE f IN BLDGS., () REV. 22 11-9-84 f CD PLUMBNESS OF 01 I2AP01 22AP01 ATTACHMENT "A" CONCRETE WALLS: 1/4" C3.2, HBV. C3.2 REV. FOR CONTAINMENT C IN 10' 22 11-9-84 1, 11-2-77 BUILDING ONLT. () PHP ROOF SCUPPERS 01 DC-1000-C, DC-1000-c. C ARE A MIN. OF 6* REV. 3, REV. 2 CD DERP & 12" HIGH AND 9-30-83, 12-29-81 ARE A MAI. OF 6" SECT. 4.4.5, SECT. 4.4.5 (' ABOVE ROOF LINE ROOF DRAINS (D POST LOCA FLOODING 01 CALCULATION (SAME AS (? OF THE CONTAINMENT NO. CURRENT) () IS POSTULATED TO X2CG2.9.0, REACH EL. 181 Ft. 2 REV. 0-() IN. AND IS CONTAINMENT () CONSIDERED AS A SHELL HYDROSTATIC LOAD ANALYSIS C) CD REG GUIDE 1.10 PARA. 1- 01 DC 1000C, DC 1000C. I2AP01 I2AP01 CREW APP. E., APP. B. REV. C3.5, REV. C3.5, REY. () QUALIFICATIO REV. 3, 0, 2-28-74 9, 2-3-84 0, 5-2-78 () N 9-30-83 () CD 2 O O @ O O O O o
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Page No. 34 02/28/85 (' IMPLEMENTATION f) 50RTED ALPHABETICALLY (- _____________________ 3 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PWOC FIRST CON 5T LAST CONST FIRST REMARES cs ____________________ ____________ ___ ____________ ____________ ____________ ____________ ____________ ____________ _______________ -) i (' REG GUIDE 1.10 PARA. 2- 01 DC 1000C. DC 1000C. CD-T-06 CD-T-06 ") VISUAL APP. E. REV. APP. B. REV. REV. 8 REV. O. INSPECTION 3 9-30-83 0 2-28-74 6-29-84, 1-19-79 (' CD-T-02 CD-T-06 ') REV. 6 REV. 5 11-7-78 6-14-78 (* CD-T-06 CD-T-02 ") REF. 8 REv. 5 5-29-84 6-14-78 (' X2AP01 I2AP01, e) C3.5 REV. C3.5 REV. 9, 2-3-84 0, 5-2-78 (' ') REG GUIDE 1.10 PARA. 3- 01 DC 1000C, DC 1000C. CD-7-06 CD-T-06. TENSILE APP. E. REV. APP. E. REV. REV. 8 REV. O. (' TESTS 3 9-30-83 0 2-28-74 5-29-84, 1-10-78 () CD-T-02 CD-T-02 REV. 6 REV. 5 (' 11-7-78 6-14-78 () I2AP01 22AP01 C3.5, REV. C3.5 REV. (' 9 2-3-84 0, 5-2-78 (p REG GUIDE 1.10 PARA. 4- 01 DC 1000C. DC 1000C. CD-7-06 CD-7-06 ( TENSILE TEST APP. E. REV. APP. E. REV. REV. 8 BEV. O. () FREQ. 3, 9-30-83 0, 2-28-74 5-29-84, 1-19-79 I2AP01 I2AP01, e C3.5, REV. 9, 2-3-84 C3.5, REV. () O. 5-2-78 CD-7-02 CD-T-02 4 REV. 6 11-2-78 REV. 5 11-7-78. () ( REO GUIDE 1.10 PARA. 5- 01 DC 1000C. DC 1000C. CD-7-06 CD-T-02 () PROCEDURE APP. E. REV. APP. E. REV. REV. 8 REY. 5 FOR 3, 9-30-83 0 2-28-74 5-29-84 6-14-78 SUBSTANDARD I2AP01 ( TEST RESULT 5 C3.5, REY. I2AP01 C3.5, REV. () 9 2-3-84 0, 5-2-78 ( REG GUIDE 1.15 PARA la - 01 DC1000C. DC1000C. K2AF01 REV. I2AF01 REV. I2AP01 I2AP01
')
FULL APP. E. REV. APP. E. REY. 6 8-16-83 1, 5-27-77 C3.6 REV. C3.6 REV. ( DIAMETER TEST EVERY 3, 9-30-83 0, 2-28-74 15, 8-3-84 0, 5-9-77 ') 50 TONS REG GUIDE 1.15 PARA lb - 01 DC1000C. DC1000C. I2AF01 REV. I2AF01 RET. 22AP01 I2AP01 TEST TO APP. E. REV. APP. E. REV. 6, 8-26-83 1. 5-27-77 C3.6 REV. C3.6 REV. U O
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( O O. O O O Page No. 35 02/28/85 (' IMPLEMENTATION ") SORTED ALPHABETICALLT rs ____________-_-_-____ 3 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONS REMARES (~ ----------.-----------_..----.......__.___..____..............----________-----_-........___..TFIRST ....... ___ .........__ ,, (' REG GUIDE 1.15 PARA Ic - 01 DC1000C, DC1000C, X2AP01, X2AP01, ") BARS TO BE APP. E. REV. APPL E. REV. C3.6, REV. C3.6 REV. ASTM A615-72 3, 9-30-83 0, 2-28-74 15, 8-3-84 0, 5-9-77 C REG GUIDE 1.15 PARA Id - 01 DC1000C, DC1000C, X2AF01, REV. X2AF01, REV. ~) SPECIAL APP. E. REV. APP. E. REV. 6 8-26-83 1, 5-27-77
. (' REQUIREMENTS 3, 9-30-83 0, 2-28-74
')
REG GUIDE 1.15 PARA 2 - 01 DC1000C. DC1000C. X2AF01, REV. X2AF01, REV. (' DEFORMATION APP. E. REV. APP. E. REV. 6 8-26-83 1, 5-27-77 INSPECTION 3, 9-30-83 0, 2-28-74 ") ( REG GUIDE 1.65 1) APPLICANT 01 DC1000C, DC1000C, SEE MODULE APP. E. REV. APP. E. REV. 21 TRIS IS A ") 3 DESCRIPTION OF 9-30-83 0, 2-28-74 GENERAL PROGRAM C REG GUIDE 1.55 2) DESIGNER 01 DC1000C, DC1000C, *) APP. E. REV. APP. E. REY. ( 3, 9-30-83 0, 2-28-74
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REG GUIDE 1.55 3) 01 DC1000C, DC1000C, CD-T-02 ( CD-T-02 CONSTRUCTOR APP. E. REV. APP. E. REV. 3, 9-30-83 0, 2-28-74 REV. 14 8-9-84, REV. 5 6-14-78,
')
d X2AP01, X2AP01, C3.2 REY. C3.2, REV. ") 22 11-9-84 0 4-7-77 e TEG GUIDE I.94 01 SEE THIS GUIDE ") COMMITMENT ENDORSES ANSI ki ANSI N45.2.5-74 M45.2.5-74 SECT. 3.8.3.6.2.C OF
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( FSAR GIVES VOGTLE POSITION () ON THIS STANDARD REG. 6UIDE 1.102 ALL 01 DC 1000C DC 1000C l APP. R REV. APP. R REV. f- 3 9/30/83 2 12/29/81 [) REG. GUIDE 1.115 ALL 01 DC 1000C DC 1000C { REV. 3 REV. 2 { 9/30/83 12/29/81 e) APP. E& APP. E& (; SECTION 5.9 SECTION 5.9 DESIGN FOR f) INTERNAL t
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REG. GUIDE 1.122 ALL 01 DC 1000C DC 1000C REV. 3 REV. I e 9/30/83 APP. E& 11/22/77 APP. E&
')
.SECTION 5.6 SECTION 5.6
< SEISMIC LOADS
')
< REG. GUIDE 1.122 ALL 01 DC 1005 APP. DC 1005 REV. ")
A REV. I 1 4/4/83 4/4/83 4 ") REG. GUIDE 1.13 ALL 01 DC 1000C DC 1000C APP. R REV. APP. E REV. t 3 9/30/83 3 9/30/83 ) REG. GUIDE 1.143 01 DC 1000C DC1000C APP. OUT OF SCOPE OF ( APP. I REY. E REV. 2 THIS MODULE. ~) 3 9/30/83 12/29/81 (' REG. GUIDE 1.18 01 CONTAINMENT STRUCTURAL () ACCEPTANCE (- PROCEDURES TO ) BE DEVELOPED LATER. REG. GUIDE 1.27 C. 1&2 01 DC 1202A DC 2105 REG. REV. 5 REV. O, ( POSITION 4/19/83 4-1-74 -) SECTION 3.1 SAFETY 3
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REG. GUIDE 1.29 C. 01 DC 1005 7 I DC 1005 REGULATORY REV. 1 REV. 0 (~ POSITION - 4/4/83 3/10/80 -)
! 1.C (1) & SECTION 3.1 SECTION 3.1 (2). IL. IN. GENERAL f' I O. IP. 2 3& 4 ")
, (' REG. GUIDE 1.29 C. 01 DC 1000C DC 1000C REGULATORY REV. 3 REV. O -)
POSITION - 9/30/83 2/28/74 f 1.C (1) & APP. E& APP. E& (2). IL. IN. SECTION 5.6 SECTION 5.6 F) I O. IP. 2 SEISMIC ( 3 &4 LOADS
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REG. GUIDE 1.29 C. 01 DC 1010 REV. DC 1010 REV. REGULATORY 1 4/11/79 4 6/29/83 POSITION - TABLE I TABLE I r) l.C (1) & PROJECT PROJECT (2). IL. IN. CLASSIFICATI CLASSIFICATI 1 O. IP. 2 ON LIST. ON LIST. -) ~
, 3 & 4 PAGE 161 PAGE 161 SECTION (e) SECTION (e)
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l REG. GUIDE 1.59 ALL 01 DC 1000C DC 1000C ( APP. E REV. APP. E REV. 3 9/30/83 2 12/29/81 ) ( REG. GUIDE 1.60 ALL 01 DC 1000C DC 1000C 1
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O ' t O O Page No. 38 ! 02/28/85 f IMPLEMENTATION T SORTED ALPHABETICALLT r _-_--_-___-___--_--_- 3 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES (~ _-----------_----_-- ----____---_ --- ... __ ...-- -____.--- -- -__-. _----_ --__-_------ -_---_____-- ___ -------. -_--.-__----_-. 3 (' REG. GUIDE 1.61 Co l& 2 01 DC 1005 REV. DC 1005 REV. 7 REGULATORT 1 4/4/83 0 3/10/80 POSITION SECTION f 3.6.2 7 DAMPING VALUES I 7 REG. GUIDE 1.76 ALL 01 DC 1000C DC 1000C REV. 3 REV. 2 ( 9/30/83 12/29/81 ~) APP. E& APP. E & SECTION SECTION ( 5.7.2 5.7.2 TORNADO
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LOADS REG. GUIDE 1.76 ALL 01 DC 1004 REV. DC 1004 REV. 7 3 8/23/83 I 1/25/79 SECTION 3.3 SECTION 3.3 q DESIGN BASIS TORNADO LOADS g REG. GUIDE 1.91 ALL 01 DC-1000C. DC-1000C. REV. 3 REV. 1 7 9-30-83 11-22-77 SECT. 5.12 SECT. 5.7.3 REG. CUIDE 1.92 REG. 01 DC 1005 REV. DC 1005 REV. 7 CONFORMS WITR POSITION 1 4/4/83 0 3/10/80 EXCEPTION THAT C2.1 SECTION SECTION WESTINGHOUSE 3.6.4 3.6.4 7 USES AN COMBINATION ALTERNATIVE OF MOD AL METROD OF 7 RESPONSES COMBINING MODAL RESPONSES. REG. GUIDE 1.92 REG. 01 DC 1000C DC 1000C O CONFORMS WITH POSITION REV. 3 REY. 3 BICEPTION TRAT t C2.1 9/30/83 11/22/77 APP. E& APP. E& NESTINGHOUSE Q j USES AM - SECTION 5.6 SECTION 5.6 ALTERNATIVE SEISMIC
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SORTED ALPHABETICALLY r _____________________ 3 DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES c ____________________ __________.._ ___ ____________ ____________ ____________ ____________ ____________ ____________ _______________ ,, (' ROOFS OF SEISMIC DC-1000-C. DC-1000-C. ~) CAT. I STRUCTURES REV. 3 REV. 1 ARE DESIGNED FOR 18" 9-30-83, 11-22-77 (' PONDED NATER SECT. 4.4.5 SECT. 4.4.5 T CORRESPONDING TO A ROOF DRAINS ROOF DRAINS LOAD OF 93.6 psf (' 'l SEISMIC DESIGN - 01 DC-1005 DC-1005, CAT. II STRUCTURES REV. 1, REV. 1 (' 'WILL BE SEPARATED BY 4-4-83, 3-10-80 ~) DISTANCE OR BARRIER SECT. 3.3 & SECT. 3.3 & TO PREVENT THEIR 3.5 CAT. II 3.5. CAT. II ( COLLAPSE FROM STRUSTURES STRUCTURES *) AFFECTING THE SAFETY-RELATED FUNCTIONS OF ( ADJACENT CAT. I r) STRUCTURES ( r} SEISMIC DESIGN - 01 DC-1000C. DC-1000C, CAT. II STRUCTURES REV. 3 REV. 1 (' WILL BE SEPARATED BY 9-30-83 11-22-77, d) DISTANCE OR BARRIER SECT. 5.S.2, SECT. 5.6.2 TO PREVENT THEIR CAT. II STRUCTUhd5 ( COLLAPSE FROM STRUCTURES ADJACENT TO r) AFFECTING THE ADJACENT TO CAT. I SAFETY-RELATED CAT. I STRUCTURES f FUNCTIONS OF ADJACENT CAT. I STRUCTURES ') STRUCTURES (' I) SEISMIC DSGN./ INPUT 01 DC-lOOOC. DC-1000C,
- SYNTHETIC TIME REV. 3 REV. 1 C' BISTORY MOTIONS ARE 9-30-83 11-22-77 SCALED TO 0.20g AND SECT. 5.6, SECT. 5.6, e) 0.12g TO OBTAIN THE SEISMIC SEISMIC
( SSE AND OBE TIME LOADS LOADS HISTORIES, () RESPECTIVELY C #) SEISMIC SYSTEM ANAL. 01 DC-1000C. DC-1000C,
- THE VEGP IS REV. 3 REV. 1 (7 COMMITTED TO 9-30-83, 11-22-77 MULTIPLY THE SECT. 5.6.1, SECT. 5.6.1 7)
ENVELOPE & APP. F, & APP. F. ( IN-STRUCTURE SEISMIC SEISMIC ') RESPONSE SPECTRA FOR ANALY. OF ANAL. OF DEEPLY EMBEDDED CAT. CAT. I CAT. !
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SORTED ALPHABETICALLT (~ ---------------------
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DOCUMENT / FEATURE SECTION MOD DESIGN LAST CESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES (~ -------------------- --------..-- --- ....-------- --.... ----- --- ........ ------------ ---- ....--- ----- ...... ...--.--------.
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1 1 s (' SHARE COMPUTER PROGRAM USED FOR DC-1000-C, REV. 3 DC-1000-C, REV. O.
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STRUCTURAL, SEISMIC 9-30-83, 2-28-74, (' & CEOTECHNICAL APP. A APP. A. 7 ANALYSIS (' SHIELD WALLS 01 CD-7-02, CD-T-02, ") INSPECTED AS POURED REV. 14 RET. 5 TO ENSURE NO MAJOR 8-9-84 6-14-78 (' DEFECTS -) SPECTRA COMPUTER ,1 DC-1000-C, DC-1000-C. f PROGRAM USED TO REV. 3 REV. 1 ") PEVELOP RESPONSE 9-30-83, 11-22-77 SPECTRA CURVES FOR APP. A. APP. A. ( ALL CAT. I STRUCTURES
')
(' SSE 0.2g PEAR ROR. 01 DC-1000C, DC-1000C, ") ACC. - OPERATING REV. 3 REY. 1 EASIS EAR. 0.128 9-30-83, 11-22-77, (' PBAE HOR. ACC. SECT. 5.6 SECT. 5.6 ") SEISMIC SEISMIC LOADS LOADS C T) SUFFICIENT PMP ROOF 01 DC-1000-C, DC-1000-C, SCUPPERS ARE REV. 3 REV. 1 (' 'PROVIDED TO INSURE THAT THE 18" MAI. 9-30-83, 11-22-77, SECT. 4.4.5, SECT. 4.4.5,
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PONDED DEPTH IS NOT ROOF DRAINS ROOF DRAINS C- EXCERDED ') SURVET READINGS 01 12AP01, 12AP01 (' 60-DAT INTERVALS PRIOR TO AND 30-DAT C10.1, REV. 8, 1-6-85 C10.1, REV. ) 0, 11-4-77 INTERNAL AFTER ( START-UP ) TABLE 3.5.1-7 SHOWS 01 DWGS. CONT. SAME AS (* SYSTEMS & COMPONENTS ELDG. - CURRENT ) MISSILE BARRIERS AR2D94V019 WITH MINIMUM RET. 29 (' CONCRETE THICENESS AND DESIGN CONCRETE IE2001A002, REV. 11
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AP081051 ( REV. 4 7 , AP08C368 REV. 2 C TABLE 3.5.1-7 SHOWS 01 DWGS. F. H. SAME AS
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SYSTEMS AND BLDG. CURRENT ( COMPONENTS MISSILE A32D94V019 ") BARRIERS WITH REV. 29 MINIMUM CONCRETE A%2 DOS 4008 ( THICENESS AND DESIGN dEV. 10 T CONCRETE STRENGTH AI2009A014 REV. 4 ( A32009CC30 ) REV. 4 AX2D09A0ll, ( RET. 8, AX2DO9A023 7) RET. 5 ( A32009A024 ) REY. 3. ( TABLE 3.5.1-7 SHOWS 01 DWGS. FUEL SAME AS } SYSTEMS AND POOL WALLS - CURRENT COMPONENTS MISSILE AI2D947019 t BARRIERS WIfB MINIMUM CONCRETE REV. 29 AX2D09A005
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MINIMUM CONCRETE AX2D94V019 THICENESS AND DESIGN REV. 29 (' CONCRETE STRENGTH II2D31A001 ") RET. 3 II2D31C001 O REV. 3 O TABLE 3.5.1-7 SHOWS 01 CAT. 1 WATER 5AME AS ( STSTEMS AND STORAGE CURRENT g COMPONENTS MISSILE TANES BARRIER 5 WITH CTLINDRICAL (~ MINIMUM CONCRETE WALLS AND r) THICENE55 AND DESIGN SLOPING ROOF CONCRETE STRENGTH - DWG5 - ( II2D29A001 -) RET. 9 II2D28A001 ( REV. 7 7 AX2D94V019 REV. 29 . ( t TABLE 3.5.1-7 SHOWS 01 CAT. I WATER SAME AS STSTEMS AND STORAGE CURRENT ( COMPONENTS MISSILE PUMPS. ) LARRIERS WITH YALVES AND MINIMUM CONCRETE PIPING ( THICENESS AND DESIGN ENCLOSURES - 1 CONCRE)E STRENGTH DWGS. - II2D29A001 { REV. 9 > II2028A001 REV. 7 [ AI2D94V019 ) REV. 29
)
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T Page No. 43 02/28/85 IMPLEMENTATION i SORTED ALPHABETICALLT
------- ------------- i DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES f -------------------- ------- ---- --- -------- --- - ---------- ------------ ------------ ------------ ------------ -------- ------ 7
(' TABLE 3.5.1-7 SHOWS 01 NSCW TOWER SAME AS *) SYSTEMS AND FAN MOTOR CURRENT COMPONENTS MISSILE ENCLOSURES - ( BARRIERS WITH DWGS. - 7 MINIMUM CONCRETE AX2D94V019 THICKNESS AND DESIGN REV. 29, f CONCRETE STRENGTH II2D05A004. ) REV. 12 F TA8LE 3.5.1-7 SHOWS 01 NSCW TOWER SAME AS *) SYSTEMS AND VALVE HOUSES CURRENT COMPONENTS MISSILE - DWGS. - I BARRIERS WIT 9 AI2D94V019 ") MINIMUM CONCRETE REV. 29 THICENESS AND DESIGN II2D05&OO7, f CONCRETE STRENGTH REV. 6 O TABLE 3.5.1-7 SHOWS 01 AUI. SAME AS f SYSTEMS AND FEEDWATER CURRENT $ COMPONENTS MISSILE PUMP ROUSE - BARRIERS WITH DWGS. - - C MINIMUM CONCRETE AX2D94V019, q THICENESS AND DESIGN REV. 29, CONCRETE STRENGTII IX2D59A001, f REV. 3, () II2D59C001, REY. 7 ( D TABLE 3.5.1-7 SHOWS 01 ', AT . I SAME AS SYSTEMS AND ELECTRICAL CURRENT ( COMPONENTS MISSILE AND PIPING Q BARRIERS WITH TUNNELS - MINIMUM CONCRETE DWGS. - ( THICENESS AND DESIGN AX2D94V019, () CONCRETE STRENGTH REV. 29, AI2D09A003, ( REV. 13, Q AX2D09A022 REV. 2 O O TENDON COMPUTER DC-1000-C, DC-1000-C. PROGRAM CALCULATES REV. 3 REV. 2 O PRESSURE & FORCES ON 9-30-83, 12-29-81, Q A PRESTRESSED DOME APP. A APP. A O THE RALLISTIC 01 DC-1006, DC-1006, Q RESEARCH LABORATORY REV. 2, REV. O, EQUATIONS WITH A 7-13-83, 12-19-77 O O
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.. CONSIDERED IN f DESIGN AS AN 7 EQUIVALENT STATIC PRESSURE OF 2 pol.
(~ ") THE DIESEL GEN. ARE 01 DC-2107, DC-2107 SEPARATED BY A 2 FT. REV. 2, REV. O, f THICE REINFORCED 8-9-83, 4-10-74, ") CONCRETE WALL SECT. 3.1, SECT. 3.1, DESCR. OF DESCR. OF ( STRUCTURE STRUCTURE ") THE EFFECTS OF 91 DC-1000C, DC-1000C, f PARAMETER VARIATION REV. 3 REV. 1, P) ON FLR. RESPONSE 9-30-83, 11-22-77, SPECTRA ARE SECT. 5.6.4, SECT. 5.6.4 ( ACCOUNTED FOR BY FLR. f) BROADENING THE PEARS FESPONSE ASSOCIATED WITH EACH SPECTRA t STRUCTURAL FREQUENCY () BY PLUS OR MINUS 15% ( THE WALLS OF THE AFW l CALCULATION (SAME AS f) PUMP ROOMS ARE NO. X2CD2.6, CURRENT) CAPABLE OF REV. 0-( WITHSTANDING THE AFWPR () MAX. DIFFERENTIAL ANALYSIS & PRESSURE OF 1.68 pet DSGN. OF t SHIELD WALLS, () MISSILE ( PROTECTION & () ANALYSIS AND DESIGN FOR ( JET C) IMPIEGEMENT AND PRESSURE (? LOADS () TID-7024 ABC 01 DC-1000C DC-1000C () PUBLICATION, NUCLEAR REV. 3, REV. 2 [) REACTORS & SECT. 2.6 12-29-81, BARTHQUARES, 1963 REFERENCE SECT. 2.6
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f Page No. 45 02/28/85 IMPLEMENTATION SORTED ALPHABETICALLY DOCUMENT / FEATURE SECTION MOD DESIGN LAST DESIGN FIRST PROC LAST PROC FIRST CONST LAST CONST FIRST REMARES g ---------------- --- -------- --- --- ------------ ------------ ------------ ------------ ------------ ---- ------- ----------- --- f TIME INTERVAL OF THE 01 CALCULATION (SAME AS T ORIGINAL 24 SEC. NO. CURRENT) TIME-HISTORIES IS X2C510.3, f INCREASED FROM 0.005 REV. 0- 1 TO 0.01 THROUGH THE CONTROL USE OF COMPUTEP MOTION - f PROGRAM
- SHARE" SEISMIC ")
TORSIONAL EFFECTS, 01 DC-1000C, DC-1000C, ( SEISMIC CAT. I - IN REV. 3 REV. 2 ") ADDITION TO ACTUAL 9-30-83, 12-19-81 ECCENTRICITY OF SECT. 5.6.5, SECT. 5.6.5 f BLDGS., AN ADDITIONAL 5% DSGN. OF CAT. I
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ECCENTRICITY WILL BE STRUCTURES ( USED DUE TO ") TORSIONAL EFFECT. ( TOTAL SOLIDS NOT 01 X2AP01, X2AP01, 7 MORE THAN 2000ppe C3.6 REV. C3.6, REV. 15, 8-3-84 0, 5-9-77 ( ") TWO WATERSTOPS ARE 01 DC-1000C, DC-1000C, PROVIDED AT RACH REV. 3 REV. 1 SEISMIC SEPARATION 9-30-83, SECT. 7.8, 11-22-77, SECT. 7.8
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JOINT BELON EL. 170' AND ONE WATERSTOP WATERSTOPS WATERSTOPS ( BETWEEN EL. 170' AND EL. 220'
)
( UBC-76 BARTHQUAEE 01 DC-1000C DC-1000C 7 REGULATIONS, REV. 3 REV. 2 SECT. 9/30/83, 12/29/81, ( 2.3.1.2, SECT. 5.6.5 SECT. 5.6.5 7 PARA 5(e), DESIGN OF HOR. CATEGORT I { TORSIONAL STRUCTURES [) MOMENTS (- WATERPROOFING AND 01 DC-1000C, DC-1000C, CD-7-17 CD-T-02 () WATERSTOP REV. 3, REV. 3 REV. 5 REV. 5 MANUFACTURER'S 9-30-83, 9-30-83, 3-21-84, 6-14-78, (? SPECS. SECT. 8.0, SECT. 8.0, I2AP01, X2AP01 () CONSTR. CONSTR. C6.1, REV. C6.1, REV. PROCEDURES PROCEDURES 5, 4-25-80 0, 4-10-78 (' () C' C) c O O O O o , .O O O
i l 4.0 PROGRAM DESCRIPTION I These sections describe the work process followed for each step in the design, procurement, and construction of reinforced concrete structures. The sections contained within this program description are intended to describe the control mechanisms in O place to ensure the quality of the final product--the completed concrete structure. The program for design, procurement, and construction of reinforced concrete structures is large and complex and this , section consolidates and describes that process in the following O' pages. This section has been reviewed for accuracy and is believed correct. Differences between this section and actual practice, if any, are unintentional. Program Description is divided as follows: Design Materials Training and Qualification Fabrication and Installation Inspection and Testing This section should be reviewed with the following appendixes 0 / that will expand on certain phases of the operation as they apply: Appendix A Organization
; Appendix B Design Control
- Appendix C Procurement
' Appendix D Document Control 4' Appendix E Material Control Appendix F Inspector Qualification / Certification
, Appendix G Measuring and Test Equipment
' Appendix H Nonconformances O
O O
t h 4.1 DESIGN This section provides a description of design engineering scope, work flow, documentation, design control, and as-built activities related to the design of Category 1 and certain aspects of non Category 1 concrete structures adjacent to Category 1 structures. Section 4.1.1 provides a listing of the O structures in the scope of this module. a description of the design process. Section 4.1.2 contains Section 4.1.3 describes the applicable design criteria. Section 4.1.4 describes the development, issue, revision, and control of engineering drawings and documentation for concrete structures. Section 4.1.5 describes design control and the various design reviews () and approvals that are part of the design process. Section 4.1.6 describes the reconciliation of significant as-built data References are provided in section l with design assumptions. 4.1.7. Reinforced concrete structures are founded at various elevations ranging from the marl formation underlying the site to various elevations within the backfill material. The location and orientation of structures on the site are shown in Figure 4.1-1. North-south and east-west sections are shown in Figures 4.1-2 and 4.1-3. I
, 4.1.1 STRUCTURES DESCRIPTION Concrete structures included in the scope of this module are:
l l Category 1 Containment Building Containment Internal Structure l Control Building Auxiliary Building Fuel Handling Building Nuclear Service Cooling Water (NSCW) Tower and Valve House Diesel Fuel Oil Storage Tank Pumphouse l Auxiliary Feedwater Pumphouse Tanks Tunnels I Diesel Generator Building l Non Category 1 l () Radwaste Transfer Building Radwaste Transfer Tunnel Turbine Building ! These structures are shown in Figures 4.1-1 through 4.1-3. l 4.1-2
T A description of the Category 1 structures is provided in sections 3.8.1 and 3.8.4 of the FSAR. The turbine building and radwaste facilities are described in FSAR section 1.2.2. The non Category 1 structures listed above are adjacent to Category 1 structures. These structures were evaluated to assure that they would not collapse and change Category 1 structures as a result of the design basis loadings for Category 1 structures. The radwaste transfer building and tunnel were designed by Bechtel. The turbine building was designed by Southern Company Services under the technical direction of Bechtel. The calculations implementing this requirement were identified and verified. No further discussion of these etructures or their design is included in section 4.1. 4.1.2 DESIGN PROCESS The designs of Category 1 structures are based upon the design loads and acceptance criteria delineated in the Design Criteria Manual and described in the FSAR. The design work flow process consists of four phases:
- 1. Development of design criteria;
- 2. Preliminary design (proportioning and layout of structural members and selection of wall and slab thicknesses);
- 3. Final design (analysis and design of reinforced concrete, development of engineering drawings and development of construction and material specifications);
- 4. Construction support and interface (dispositioning of field change requests (FCRs), Deviation Reports (DRs),
etc.). The following paragraphs describe the work flow process outlined above and depicted on Figure 4.1-4. 4.1.2.1 Design Criteria Development The initial criteria for the design of Category 1 concrete structures are contained in the PSAR, submitted to the Nuclear Regulatory Commission (NRC) in August 1972. Detailed design criteria (reference 1) were developed and issued. The civil / structural general design criteria (section DC-1000-C of reference 1) were first issued in February 1974. A construction permit was obtained June 28, 1974. ' 4.1-3
i The civil design criteria were established through various g multidiscipline/ interactions, were based on applicable licensing commitments, industry codes, and standards; and were implemented ! in accordance with established and controlled project ) procedures. 4.1.2.2 Preliminary Design O The preliminary design of Category 1 and other concrete structures was developed using general arrangement drawings 1 I l which depict overall building layouts, locations of major l equipment, and routings of major piping and raceways. The development of these drawings was the primary responsibility of l() l I the Bechtel plant design group which had lead responsibility for a multidiscipline iterative and interactive design effort. The Bechtel civil / structural group participated in this activity l utilizing the various loading criteria and interdiscipline criteria (tornado missile barriers, radiation shielding, pipe break, equipment separation, pressurization, etc.) to develop the basic layout of each structural system. This included j defining the location and thicknesses of walls and slabs, I locating openings, sizing foundations, etc. Sliding, overturning, and flotation were also evaluated on a preliminary basis before finalizing the overall structural configuration. () Examples of loading and other criteria that were used for the preliminary structural layout of the Category 1 concrete structures and their sources are described in Table 4.1-1. 1 Based upon the above considerations and the various requirements l for equipment and access, the structural layouts were i developed. This included the locations and proportions of l walls, floors, and roofs; the locations and sizes of major ) openings; the locations and thicknesses of basemats; and, in the case of the containment building, the sizing and layout of the post tensioning system (Module 13). The civil / structural engineering group coordinated with other disciplines to obtain information necessary to the analysis and design process. Information was transferred by coordination prints, internal memoranda, and vendor prints. In addition, some coordination information was provided in the various discipline and interdiscipline design criteria (Table 4.1-2). l() 4.1.2.3 Final Design After the structural layout was defined and loading requirements were obtained from the various engineering disciplines, the final design phase began. During this phase, each structure was analyzed to determine forces and moments for which the structure was to be designed. Detailed analyses of the structures were 4.1-4 l
l l I carried cut with manual and/or computer modeling techniques. In general, the analysis of the lateral and vertical load carrying h elements (i.e., shear walls, floor slabs, and beams) was done manually. Large and complex base slabs were analyzed by the finite element technique. These analyses resulted in the determination of the design load distributions within each structure. The containment building and NSCW tower were analyzed entirely by computer finite element models. In addition to the analyses that were performed to develop the forces and moments to be used for designing the reinforcement, other analyses were performed to evaluate sliding, overturning, and flotation. Representative wall panels were also evaluated to assure ductile response to tornado missile impacts. These calculations are further described in section 4.1.4.1. After completing the structural analyses, reinforcement design calculations were performed to determine the required size and distribution of reinforcement within each structural element. The information developed in these calculations was transferred to the design drawings which were reviewed, approved, and issued for construction. A more detailed description of each structural analysis is contained in the structure design reports (references 2 through 13). These reports were audited by the Nuclear Regulatory Commission (NRC - NRR) during the December 1984 structural design review and found to be acceptable. During the final design phase, engineering construction specifications and material specifications were developed and issued by engineering. 4.1.2.4 Construction Support During this phase, the engineering group provides support for such activities as field design change requests, supplier deviation requests, deviations reports, load tracking, and calculation revisions incorporating cut rebar information. These activities, which ensure that the as-built condition is taken into account and appropriately evaluated, are described in more detail in the appropriate sections of this module. 4.1.2.5 Current Activities l The first three phases of the design process are substantially completer they include the issue of engineering drawings, construction specifications, and material specifications. Current activity of the design engineering group includes the processing of field change requests (FCRs), deviation reports ! (DRs), construction specification change notices (CSCNs), material specification change notices (MSCNs), the final documentation verification of calculations, the preparation and 4.1-5
issue of design reports for Category 1 reinforced concrete O structures. 4.1.3 DESIGN CRITERIA An early design engineering activity was the development of design criteria. This involved the reiteration of PSAR '( ) commitments and included the definition'of functional requirements for each structure. Functional requirements are defined in terms of loads and performance. In addition, some functional requirements were associated with mitigating potentially abnormal events. The applicable design criteria for concrete structures are ( listed in Table 4.1-2. These criteria are contained in the Design Manual (reference 1). The design criteria manual invokes industry codes and standards and NRC regulatory requirements. These codes and standards provide allowable stress limits as well as design techniques which are used in the development of the design. The following sections describe loads and loading combinations, and acceptance criteria that were used in the design of Category 1 concrete structures. 4.1.3.1 Loads and Load Combinations O The design loads for Category 1 reinforced concrete structures included several conditions: normal loads, severe environmental loads, extreme environmental loads, abnormal loads, and potential site proximity loads. Table 4.1-3 is a listing of the sources and/or bases for these loadings. FSAR paragraphs 3.8.1.3, 3.8.3.3, and 3.8.4.3 discuss design loads in further detail and FSAR Tables 3.8.1-1 and 3.8.4-1 provide load combinations. 4.1.3.2 Structural Acceptance Criteria The acceptance criteria for the design of Category 1 concrete O structures are contained in the ACI 318-71 Code, including the 1974 supplement (reference 14), except for the containment building, which was designed to the requirements of Article CC 3000 of the ASME Boiler and Pressure Vessel Code Section III, Division 2, 1975 Edition, through Winter 1975 addenda (reference 15). O Category 1 reinforced concrete structures were designed according to the ultimate strength design method and the strength requirements of ACI 318-71. An exception to this was the containment building, which was designed in accordance with the allowable stress criteria for service load and factored (} loads per Article CC 3000 of the ASME Code. 4.1-6
These structures were designed utilizing the following material parameters: lg Material Design Description Reinforcing Steel ASTM A615 Grade 60 Concrete Containment Shell Compressive Strength 6000 psi Containment Internal Compressive Strength 5000 psi Auxiliary Building Compressive Strength 5000 psi All Others Compressive Strength 4000 psi Cadwelds Erico products B and T series 4.1.4 DRAWINGS AND DOCUMENTATION The documentation produced in the final design phase for concrete, rebar, and cadwelds includes: o Calculations Structural Analyses Design Calculations Miscellaneous e Drawings Standard Details General Notes Concrete Forming Drawings Rebar Design / Detail Drawings e Specifications Construction Material These documents are tracked by the Control of Engineering and Budget Schedules (CEBUS) computer program, which maintains a control log of each document type sorted by discipline. CEBUS is utilized extensively by the project. The procedures for control, issue, and revision of design documents are described in Appendix B. The following sections describe these documents and indicate their current status. 4.1.4.1 Calculations The VEGP Project Reference Manual (PRM), Part C, Section 9, describes the procedure for preparation, checking, review, signoff and issue of calculations. Calculations for concrete structural elements have been prepared in accordance with this l section of the PRM. The calculations are identified, scheduled, and statused on a computerized control log program CEBUS that is maintained by the project document control group. This log is l 4.1-7
<~' the controlled document which provides a listing by discipline s of calculations, drawings, or specifications by title and document number. The CEBUS calculation sequence numbers for each Category 1 concrete structure are given in Table 4.1-4.
l l The supporting calculations were prepared by the originating engineer, checked by an engineer designated by the engineering l (_ p) group leader, reviewed by the engineering group leader, and l approved by the engineering group supervisor. In addition, certain calculations were designated by the chief engineer to be included in the design control check list (DCCL). The DCCL is a listing, approved by the chief engineer and maintained by the l s EGS, of design documents that require the chief engineer's l approval prior to issue. Calculations are selected for review by the chief at his discretion and usually in consultation with the EGS. Generally, calculations are selected because of the uniqueness of the design they support, the importance of the design to safety, or the significance of potential impact on the cost or schedule of the construction. These calculations, along with their associated design drawings, were submitted for review and approval to the chief engineer or his staff. Calculation packages were maintained within the civil structural discipline during their preparation prior to being signed off by the EGS and the chief engineer (as required by the DCCL). After calculations were signed off for the first time, they were turned over to the document control group, who microfilmed and () issued the packages as revision O. Since the design process is iterative, the calculations may require revision subsequent to the revision 0 issue. Revisions to the calculations are originated, checked, approved, and issued consistent with the original calculation. An exception to this is that calculations on the DCCL are only reviewed by the chief at the discretion of the EGS, based on the significance of the change. The procedures for the control and issue of calculations are described further in Appendix B. It should be noted that the design and analysis calculations for concrete and rebar (listed in CEBUS) are organized by structure and elevation (location) within the structure. The design f-s calculations are also classed by structural elements; e.g., ( walls, slabs, and columns. In addition, miscellaneous calculations are filed by subject with the appropriate structure calculations. The following categories of calculations have been performed for the analysis and design of concrete structures: (A) Structural Analysis e Seismic Analysis (development of floor accelerations and spectra) ( 4.1-8
e Structural Design Analysis e Tornado Loadings (including missile impacts) h (B) Design of Key Structural Elements e Floor and Roof Slab Design e Column Design e Shear Wall Design e Basemats (C) Miscellaneous e Overturning e Sliding e Flotation In general, structural analysis calculations were performed to evaluate a given configuration of a structure. Evaluations develop data for the reinforcing design process, demonstrate acceptable performance of the structural design, or assist in developing the design of subsystems. Reinforcement design calculations for key structural elements were performed using forces and moments obtained from structural analysis calculations to determine the size and distribution of reinforcing steel. Miscellaneous calculations are special or separate stand-alone jl calculations that either demonstrate satisfactory performance of a defined design or are used to develop inputs to other discipline groups. The following paragraphs provide a description of the content of various types of calculations within broad categories of structural analysis, design of key structural elements, and miscellaneous. A more detailed description of the design of concrete structures is provided in References 2 through 13. Structural Analysis l 4.1.4.1.1 4.1.4.1.1.1 Seismic Analysis. A significant part of the analysis of concrete structures was the seismic analysis to obtain design structure accelerations and in-structure response spectra for Category 1 structures. The methodology used in seismic analysis is described in Section 3.7 of the FSAR. The NRC accepted the VEGP seismic design methodology in their O letter dated March 27, 1978, subject to the completion of the , confirmatory study and sensitivity study intended to confirm the ( conservatism in the VEGP seismic analysis methodology. l l O 4.1-9
1 The reports on the confirmatory study and the sensitivity study, s together with the description of the methodology to account for torsion caused by the seismic wave propagation effects, were submitted to the NRC in the GPC letter dated November 13, 1978. Therefore, PSAR supplements 3, 4, and 5, together with the consideration of a torsional moment no less than that required by the Uniform Building Code to account for the seismic wave O propagation effects, form the basis for the VEGP seismic design. 4.1.4.1.1.2 Structural Design Analysis. The design analysis of ! key structural elements of Category 1 concrete structures is ' ( performed using applicable loads and load combinations. () Analysis is performed using accepted standard structural manual analysis techniques or by computer programs verified appropriate for the specific application, i l j Loads such as seismic are developed using analysis techniques that account for the special effects of such loads. Load magnitudes, load factors, and load combinations are evaluated to determine the load combination that governs the overall response of the structure. Structures are analyzed by modeling the structure using j appropriate elements considering the analysis techniques used. FSAR Appendix 3B lists and describes the computer programs used for structural analysis. O The analyses described above are performed to refine the results of the seismic analyses and to develop other applicable loading for individual structural elements (walls, slabs, columns, beams, etc.). These design loadings are then used as input for the detailed design of these elements. The analyses are documented in calculations that are filed by structure. i 4.1.4.1.1.3 Tornado Missiles. Tornado load effects result from wind pressures, atmospheric pressure differentials, and tornado missile strikes. Roof and exterior wall panels are evaluated for tornado effects, () and the localized response is combined with the analysis results of the overall structural response, as applicable, to confirm that design integrity is maintained. Ductile responses resulting from missile impact are considered. Wall and roof panels providing protection against tornado load effects have a minimum thickness of 24 and 21 inches respectively, to preclude missile () perforation and concrete scabbing. 4.1.4.1.2 Design of Key Structural Elements ) These calculations were performed to determine the required reinforcement size and distribution within the concrete ( 1 1 4.1-10
structural elements. The following paragraphs describe the type of calculations, their purpose, and the general design basis for fi these structural elements. i i 4.1.4.1.2.1 Floor Slab Design. These calculations determine the required amount and spacing of reinforcement to satisfy the i provisions of ACI 318-71 part 4 chapters 8, 9, 10, 11 and 12; l and part 5 chapters 13, 15 and 17. l The structural design is based on strength considerations and j consists of sizing and detailing the reinforcing steel to meet the ACI 318 code requirements. The reinforcing requirements are determined for the governing face of the slab and, in general, are conservatively provided on both faces. Additional reinforcement is provided in the slab adjacent to large floor openings and in slab areas where walls above the slab are not directly supported by walls or girders below the slab, in accordance with strengthening requirements. 4.1.4.1.2.2 Column Design. These calculations determine the required amount and spacing of reinforcement to satisfy the provisions of ACI 318-71, part 4, chapters 8, 9, 10, 11 and 12; and part 5 (as applicable). The structural design of concrete columns is based on strength considerations, and consists of sizing and detailing the main reinforcing steel and lateral column ties to meet the ACI 318 code requirements. Eccentricity and slenderness effects are also considered in accordance with the provision of the ACI 318 Code. 4.1.4.1.2.3 Shear Wall Design. These calculations determined the required amount and spacing of reinforcement to satisfy the provisions of ACI 318-71, part 4, chapters 8, 9, 10, 11, and 12; and part 5 chapter 14. The shear wall design is performed in accordance with the ACI 318 code using the following methodology: e The horizontal and vertical reinforcement required to O resist the design in-plane shear loads is determined. e The flexural capacity of the shear wall using the j determined reinforcement is obtained. 1 e If the flexural capacity computed is less than the 9 l design overturning moment, the reinforcement required is determined in one of the following two ways: The total vertical reinforcement required for the 1. design moment is computed using the Cardenas g] 4.1-11
i l l l equation and is distributed uniformly along the ) (^N \_,) length of the wall. j
- 2. The reinforcement required in the end sections of the wall to resist the overturning moment is computed.
(O) e The reinforcement requirements for the out-of-plane loads are determined and combined with the requirements for the in-plane loads. l 4.1.4.1.2.4 Basemats. Basemats that are extensive are analyzed ; () using finite element computer models and the resulting loading (moments, shears, etc.) are used to design the required reinforcement to the requirements of ACI 318-71. For computer design of key structural elements (e.g., shell walls, basemats, etc.) the reinforcing requirements are directly determined using either the OPTCON module of the BSAP-POST computer program or manual methods, in accordance with the strength design method of the ACI-318 code, or (for the containment) the service load and factored load criteria of the ASME code, Article CC-3000. 4.1.4.1.3 Miscellaneous 7-
^'
Miscellaneous calculations include structure stability calculations for the effects of overturning, sliding, and ; flotation. These calculations are performed for each structure, 1 as appropriate, to demonstrate the overall stability of the ' structure. Acceptable factors of safety are described in Table 3.8.5-1 of the FSAR. The stability analysis methodology is described in paragraph 3.7.3.2.14 of the FSAR. I 4.1.4.2 Concrete Design Drawings Concrete design drawings were developed by the civil structural discipline group. These documents may be categorized as follows:
\
e Standard Details e General Notes I e Concrete Forming Drawings 4 o Rebar Design / Detail Drawings O qj The standard detail and general notes drawings provide structural details and notes that are common to all structures. The concrete forming drawings provide the dimensional outline of concrete elements (walls, slabs, beams, foundations, etc.). In addition, these drawings indicate the location of construction ( joints, embeds, blockouts, pipe sleeves, and other openings. f.) 4.1-12
i i j The rebar design / detail drawings and bar lists illustrate the size, location, length, fabrication requirements and all other h information necessary for the fabrication and erection of reinforcing steel. Similar to calculations, certain drawings are included on the DCCL and submitted to the chief engineer for review and signature. The initial issue of design drawings for construction were designated Revision O. At this point, the drawings were signed ) by an originator and a checker, reviewed and signed off by the EGS, reviewed by the chief engineer (if required by the DCCL), ; and stamped by a licensed professional engineer in the State of Georgia (usually the EGS). The drawings are organized and numbered by structure. Except fcr the standard details and general notes which are common to all structures, a complete set of drawings has been developed for each structure. Table 4.1-5 provides a tabulation and status of concrete design drawings by structure and type, and it also provides the status of these drawings. The concrete forming drawings are currently on file in Norwalk. The rebar fabrication and erection drawings are maintained by the PFE organization at the jobsite. 4.1.4.3 Specifications As part of the design process, the civil / structural engineering group developed specifications for construction and procurement. The construction specification, X2AP01, division C (Reference 16), describes the engineering requirements for the methods of construction, allowable tolerances, minimum sampling and testing, required inspections, acceptable construction aids and materials, and preferred construction practices, acceptance criteria, etc. The following sections of construction specification X2AP01, division C (Reference 16), are applicable to concrete structure work: 3.1 Furnishing Concrete 3.2 Forming, Placing, Finishing, and Curing of Concrete 3.4 Placing Reinforcing Steel 3.5 Mechanical Splicing of Reinforcing Bars 3.6 Material Testing Services Material specifications have been prepared to describe the requirements for cement, aggregates, water, flyash, reinforcing steel, mechanical (cadweld) splices, and miscellaneous. The specifications are: O 4.1-13
g X2AE01 - Furnishing Cement for Concrete '(g-) , X2AE02 - Furnishing Fine Aggregate for Concrete X2AE03 - Furnishing. Coarse Aggregate for Concrete X2AE06 - Furnishing Pozzolan for Concrete X2AE07 - Furnishing Admixtures for Concrete X2AF01 - Furnish, Detail, Fabricate and Deliver Steel
, Reinforcement X2AF02 - Mechanical Splicing of Reinforcing Steel X2AJ06 - Waterstops and Expansion Joint Filler X1AJ07 - Field Coatings The material specifications described above were prepared by the l
. civil / structural discipline and include: l Instructions to Bidders Technical provisions Proposal form Quality Requiremental These specifications provide the technical requirements for I I furnishing all plant labor, supervision, material, equipment, transportation, and for the completion of all operations and incidentals necessary to furnishing and delivering the specified materials to the jobsite. The work included furnishing material, material testing, delivery to the jobsite, unloading delivered bulk material, and mill storage facilities as 4 appropriate to each item. i 4.1.5 DESIGN CONTROL AND REVIEW 1 The overall project and technical responsibilities for concrete design within the Bechtel (BPC) home office engineering (HOE) organization is assigned to the project engineer-design and the i chief civil engineer, respectively (Figure 2.1-1). The primary i responsibility for the design of concrete structures is assigned to the civil / structural EGS. Each structure is assigned to an engineering group leader within the civil / structural discipline group who supervises the working level engineers and designers and reports to the EGS. The design process is controlled by the 2 fs Project Reference Manual (PRM), and is implemented by the use of ( the Design Manual and various control tools such as CEBUS, discipline desk instructions, interdiscipline reviews, and chief reviews (Appendix B).
; During the design process, periodic technical and administrative reviews of design documents took place. These reviews involved
() interdisciplinary coordination and review and approval of design documents by the BPC chief civil engineer. The following sections describe 10 detail the various design
. reviews and interdiscipline coordination.
1 O 4.1-14
l l l I i 4.1.5.1 Interdiscipline Design Review l The interdiscipline concurrent design review is performed using design criteria, drawings, vendor prints, and other documents. Information is transmitted between discipline groups in the form of coordination prints, document review notices (DRN), etc. These reviews take place concurrently within the discipline groups and comments are transmitted to the originating discipline for resolution and incorporation. This process is described in more detail in Appendix B. Interdiscipline concurrent reviews are performed for vendor packages, interdiscipline criteria, and other design data. Examples of interdiscipline criteria pertaining to concrete include the following: DC-1001 Separation DC-1002 Fire DC-1003 Flooding DC-1004 Tornado DC-1005 Seismic DC-1006 Missiles DC-1007 Environment DC-1008 Pipe Break An example of the specific application of this type of concurrent design review that relates to concrete design is the coordination of vendor equipment information pertaining to equipment loads and anchor bolt location. The vendor package is received by the discipline responsible for the equipment, and it is routed through the document control group to the affected disciplines. The civil / structural group reviews these documents for compatibility with the reinforced concrete design. Review comments are provided to the originating / responsible discipline. The responsible discipline reviews and resolves comments and initiates any necessary changes. These types of reviews are conducted on a continuous, as needed, basis. 4.1.5.2 Interdiscipline Group Design Review Since the initial design stages, mitltidiscipline system reviews and multidiscipline reviews of specific documents have been performed as part of the design verification process. The system review is described in Appendix B; prior to August 1983, multidiscipline reviews were held at the discretion of the EGS. The procedure for interdiscipline system group review of systems has been recently revised and formal reviews have been performed in accordance with the new procedure since August 1983. Table 4.1-6 lists the dates of these reviews, the subjects covered, \ the participating disciplines, and the applicable design criteria. These reviews have resulted in no significant findings pertaining to reinforced concrete design. 4.1-15
1 4.1.5.3 Off-Project Chief Engineer's Review l O Technical reviews of reinforced concrete design are primarily 1 the responsibility of the chief civil / structural engineer who is assisted by a staff of technical specialists and experienced f l personnel from other similar nuclear projects. The chief ! engineer reviews and approves certain specific engineering ! documents, which are identified on the DCCL. In addition to the I review and approval of specific documents, the chief engineer and his staff performed reviews during the design process. These reviews included the presentation and status of the work by the project team. Reviews were generally performed for the preliminary design, once during interim design, and once at the ,() ! final design stage of the design process. Table 4.1-7 lists the dates of the chief engineer's reviews for each structure. The results of the reviews are documented by meeting minutes, except as noted in Table 4.1-7. Action items identified during the preliminary and interim design reviews are reviewed again for completion at subsequent ! J design reviews. Action items from the final design reviews were closed in a followup meeting (December 13, 1984) that is also documented by meeting minutes. Design review and followup meeting minutes are filed together. As of December 31, 1984 all action items from the chief civil / structural engineer's final design reviews have been closed, except for the final design O review for miscellaneous Category 1 structures, which is scheduled for February 1985. In addition to formal reviews, the chief engineer and his staff provide informal review and consultation as requested when specific items arise that necessitate either special consideration or contact with other Bechtel entities. As part of his project technical review and supervisory responsibilities, the chief engineer also issues problem alerts describing problems encountered on Bechtel projects. The problem alerts require a project response concerning the applicability of the particular problem and the specific project action taken to assure it does not occur at Plant Vogtle. 4.1.6 RECONCILIATION OF AS-BUILT CONDITION The following sections describe the processes by which changes are controlled, approved, and documented. 4.1.6.1 Design Change Control and Construction Support Design engineering supports construction by preparing design changes and in taking appropriate action on deviations. (} Subsequent to the Revision 0 issue of design documents, changes 4.1-16
may be made by approving FCRs, by issuing change notices against the design documents, by directly revising documents generated by responsible design groups, and by taking appropriate action lh on Deviation Reports (DRs). These changes, to be considered part of the design documentation, are logged and tracked by project administration and approved by the discipline engineering group supervisor. For changes in concrete design documents, concurrence of the HOE civil / structural engineering group supervisor is required when HOE is responsible for the design document. Approval of FCRs by the BPC project field engineer is sufficient to permit work to be performed on a change. A followup review by the HOE EGS is always performed. For a further description of the FCR process, refer to Section 6.1.3. g This method of operating is consistent with the approval process in the area where HOE retains responsibility for the design and design calculations. A description of the history of the FCR/DR review and approval is provided in the following paragraphs. Since the first placement of concrete in September 1978 a large number of FCRs have been processed by the civil / structural group. The processing of reviews and approvals for the FCRs has shifted from primarily a Home Office Engineering (HOE) activity at the beginning of construction to primarily a Project Field Engineering (PFE) activity. Since that time, however, the basic approval requirements have not changed; i.e., FCRs are now approved by the project engineer-field. Additionally., all concrete related FCRs, regardless of who approves them, are subjected to a final review for concurrence by HOE prior to being incorporated into a DCN or being closed out. The following paragraphs describe the FCR process as,it evolved from 1978 to the present. A. September 1978 to mid 1979: The PFE organization had not been established. All FCRs written against Bechtel documents were transmitted by GPC Field Operations to HOE for review and dispositioning by the cognizant engineering group supervisor (EGS). FCRs written against SCS documents were also sent to HOE for specific review of interface items and a general review of the FCR. B. Mid 1979 to mid 1981: The PFE organization was established, staffed, and became operational with authority to disposition FCRs on behalf of HOE. However, in order to maintain the integrity of the original design, the resident engineers consulted their home office counterparts where consultation was required on the technical aspects prior to the dispositioning of such FCRs. 4.1-17 a
1 l After the disposition by the PFE, originals of all FCRs (~)g ( were sent to HOE for a second review by the cognizant engineering group leader or his designee and for concurrence by the EGS. C. Mid 1981 to Mid 1983: (3/ t The size of the PFE civil / structural group increased but their function remained the same with the exception of minor administrative changes. During this time some HOE engineering personnel reviewing the FCRs, added technical comments to the remarks section of some NA/NA g- FCRs (see C-17 of the PRM for the definition of NA/NA (j FCR). These comments were not transmitted and, consequently, not implemented. This was reported in QA audit finding report 431, which was closed in late / 1983. As a result of this finding all previous NA/NA FCRs were reviewed and the technical comments were dispositioned and incorporated into the design drawings as appropriate. D. Mid 1983 to mid 1984 In this period the function and responsibility of the PFE organization was increased to include maintenance of the reinforcing steel drawings. All calculations fss remained the responsibility of the HO. () E. Mid 1984 to present As a result of INPO Finding DC.6-1, Section C-17 of the PRM was revised to require documented justification for approval of an FCR. When appropriate, the FCR now documents that calculations are not required (as determined by the approving engineer) and an engineering rationale or numerical justification is provided. When calculations are required, the FCR documentation further indicates that the appropriate calculations have been reviewed before an FCR is approved by Project Engineering. The following documents, when evaluated and approved, may result in changes to the design. o FCR - Initiated by the field, dispositioned by Project Engineering. O e DCN - Initiated by the civil discipline, dispositioned by Project Engineering. e DR - Initiated by QC, and dispositioned by Project Engineering. 4.1-18
1 l l 1 l Changes to construction or procurement specifications may be l made by either a Construction Specification Change Notice (CSCN) or by a Material Specification Change Notice (MSCN), hI respectively. CSCNs or MSCNs may be initiated by engineering or construction personnel. All CSCNs or MSCNs pertaining to concrete work require the approval of the HOE civil / structural EGS and project engineer (Home Office). Once approved, these changes are considered part of the parent document and are incorporated into a revised specification subsequent to their approval. O 4.1.6.2 As-Built Reuonciliation of Equipment Loads and Reinforcerint Design activities during the as-built reconciliation of equipment loads and cut reinforcing steel are described below. This is one example, of one specific program in the design process. In the design and construction of nuclear power plants, construction of the major concrete structures, which provide support and protection for equipment and systems, is completed well in advance of the final analysis, design, and construction of the systems. Because of the iterative nature of the systems design in general and the layout of piping systems in particular, the systems loads cannot be finalized prior to the construction of the supporting structure. Therefore, it is necessary to make a final check of the structural capacity of the building structure after the loads are finalized. In , checking the structural elements (beams, columns, slabs, and walls), cumulative load effects are considered. Also during the construction process some reinforcing bars are inevitably cut to resolve interference problems with penetrations or other embedded items, and some are cut during core drilling operations. Therefore, a final review of the structural capacity of selected reinforced concrete slabs and walls will be performed after all cut reinforcement has been identified. To minimize the potential for field fixes which might result from the final structural capacity check, guidelines have been included in the civil / structural general design criteria which limit the amount of reinforcement which may be cut. These guidelines have been prepared based on the building design calculations. Each request (FCR) or report (DR) of cut reinforcement is evaluated against these guidelines or the calculations themselves when the FCR or DR is dispositioned. The final structural capacity check is therefore a verification O 4.1-19
1
; that the guidelines and/or calculations have not been exceeded for identified areas.
The programs for final load tracking and cut reinforcing steel evaluation include an accumulation of load data from pipe supports and an accumulation of cut reinforcement data. () Reinforcing cut during core drilling and other operations is tracked by Project Engineering. The tracking is summarized on I
- drawings maintained specifically for that purpose. Additional data from other modifications not specifically cutting reinforcement will be taken from documents such as drawings, FCRs, and DRs. These data sources, along with the backup data
() for the cut reinforcement summary drawings, are used as input into the structural capacity check.
! In many building areas (e.g., auxiliary, control, and I containinent buildings) where there is a high concentration of 4
loada, or heavy loads, or a large amount of cut reinforcement, i the accumulated data will be plotted on sketches made from the design drawings or reinforcement placing drawings to facilitata the evaluation and will become part of the final documentation. At appropriate times (i.e., when an area to be considered is essentially complete and no further major revisions are 4 anticipat ed) an engineering evaluation of the accumulated data is made to determine which areas require further analysis. Some field walkdowns will be used to assist in this evaluation. The
,() final structural capacity check of these areas may take various forms: 1) inspection and comparison of actual loads versus - original design loads, or amount of cut reinforcement versus design margin, to determine whether a more detailed analysis is
, required; or 2) calculations to evaluate the structural members using the actual design loads. All evaluations, regardless of method used, will be documented in calculations and together will constitute final design 1 verification. 1 The data accumulation and sketch preparation phases of these l programs have begun. By March 1985, the first areas will be l ready for plotting and evaluation. Floor levels will be l () evaluated in a sequence consistent with an area turnover schedule to be provided by GPC construction. Although this schedule has not been finalized, the final load tracking and cut reinforcement evaluation are expected to be essentially completed for Unit 1 and common by May 1986. O 4.
1.7 REFERENCES
(1) Design Manual, Alvin W. Vogtle Nuclear Plant, Georoia Power Co. (Various Sections). (2) Containment Building Design Report, Bechtel Power Corporation, October 1984. 4.1-20
(3) Containment Internal Structure Design Report, Bechtel Power Corporation, October 1984. (4) Auxiliary Building Design Report, Bechtel Power Corporation, October 1984. (5) Control Building Design Report, Bechtel Power Corporation, October 1984 h (6) Fuel Handling Building Design Report, Bechtel Power Corporation, October 1984. (7) NSCW Tower and Valve House Design Report, Bechtel Power Corporation, October 1984. l (8) Diesel Generator Building Design Report, Bechtel Power Corporation, October 1984. (9) Auxiliary Feedwater Pumphouse Design Report, Bechtel Power Corporation, October 1984. (10) Category 1 Tanks Design Report, Bechtel Power Corporation, October 1984. (11) Diesel Fuel Oil Storage Tank Pumphouse Design Report, Bechtel Power Corporation, October 1984. (12) Category 1 Tunnels Design Report, Bechtel Power Corporation, October 1984. f (13) Seismic Analysis Report, B?chtel Power Corporation, October 1984. (14) Building Code Requirements for Reinforced Concrete, American Concrete Institute, 1971, including 1974 Supplement. (15) ASME Boiler and Pressure Vessel Code, Section III, Division 2, Article CC 3000, 1975 edition through 1975 Winter Addenda. (16) Civil Structural Construction Specification for the h Georgia Power Company, Alvin W. Vogtle Plant, Units 1 and 2, Specification X2AP01 Division C Sections 3.1, 3.2, 3.4, 3. 5, and 3.6. l l 4.1-21 I
r f i TABLE 4.1-1 EXAMPLES OF CRITERIA FOR PRELIMINARY STRUCTURAL LAYOUT j
- 1) Major Equipment Loads a) NSSS ,
Westinghouse b) Cranes Vendors / Mechanical Discipline c) Tanks, Pumps, Hx's Vendocs/ Mechanical Discipline l d) Electrical Vendors / Electrical Discipline e) HVAC Vendors / Mechanical Discipline !
- 2) Tornado Loading R.G. 1.76/ Civil Discipline
- 3) Seismic Loading R.G. 1.60/PSAR
- 4) Radiation Shielding Concrete Thicknesses from Nuclear Discipline
- 5) Equipment Separation Nuclear / Mechanical Disciplines (Design Criteria Manual)
- 6) Pipe Break Mechanical Discipline (Design Criteria Manual) t f
l 7) Compartment Pressurization Nuclear Discipline (Design l Criteria Manual)
- 8) Piping Density Plant Design Discipline (Design criteria Manual)
O lO O
TABLE 4.1-2 ~ APPLICABLE DESIGN CRITERIA FOR CATEGORY l CONCRETE STRUCTURES l Current Document Section(a) Revision Date Description PSAR 3.8.1 - --- Concrete Containments 3.8.3 - --- Containment concrete Internal Structures 3.8.4 - --- Other Category I Concreto Structures O FSAR 3.8.1 (through amendment Concrete Containments 3.8.3 10 Sept. 84) Containment Concrete Internal Structures 3.8.4 Other Category I Concrete Structures Design DC-1000-C 3 09/30/83 General Civil Criteria criteria Manual DC-2101 2 08/16/83 Containment Building (Civil) DC-2148 3 08/01/83 Containment Internal Structures DC-2108 2 08/19/83 Auxiliary Building DC-2111 2 08/23/83 Control Building (l DC-2109 3 07/18/83 Fuel Handling Building DC-2105 4 10/03/83 NSCW Tower & Valve House DC-2107 2 08/09/83 Diesel Generator Building DC-2130 3 07/27/83 Condensate Storage Tanks and Valve Enclosure DC-2129 4 08/19/83 Refueling Water Storage , Tank l DC-2128 2 08/19/83 Reactor Makeup Water Storage Tank , DC-2159 2 07/18/83 Auxiliary Feedwater i Pumphouse DC-2131 2 07/19/83 Diesel Fuel Oil Storage Tank Pumphouse DC-2144-A 2 07/27/83 Category I Tunnels j Os Design DC-1001 1 08/30/83 Separation I Criteria DC-1002 2 08/14/79 Fire Manual DC-1003 2 06/29/83 Flooding (Inter- DC-1004 3 08/23/83 Tornado discipline) DC-1005 1 04/04/83 Seismic O DC-1006 DC-1007 2 3 07/13/83 04/06/84 Missiles Environment DC-1018 2 10/11/83 Pipe Break
- a. Other sections, such as 3.7 seismic, 3.5 missiles, etc. are also applicable as referenced in these sections.
(
y-' TABLE 4.1-3 I LOADINGS FOR FINAL DESIGN Descriotion Source / Basis i Normal Loads Dead Loads Based upon structure configuration (includes allowances for equipment and piping) () Live Loads Specified in design criteria based upon anticipated usage Thermal Effects Nuclear / Mechanical Pipe ReactIoas Provided by Mechanical for large pipe; small pipe accounted for by uniform load (as-built verified) Severe Environmental Loads Operating Basis Earthquake FSAR/R.G. 1.60 () Design Wind Loads ANSI A58.1 Extreme Environmental Loads Safe Shutdown Earthquake PSAR/R.G. 1.60 Tornado FSAR/R.G. 1.76/BC TOP-3 Probable Maximum Precipitation FSAR Section 3.4.1.1 Abnormal Loads ( Pipe Break Effects Mechanical Nuclear discipline Potential Site Proximity Loads Postulated Explosions Along FSAR Section 3.4.1.5 Oi Transportation Routes Aircraft Hazards FSAR Section 3.5.1.6 O V
l i Table 4.1-4 CONCRETE CATEGORY l STRUCTURES CALCULATION NUMBERS (a) Structure Calculation Secuence Numbers Containment and Internals X2CJ0.1 through X2CJ3.8.4, X2CJ5.3, X2CJ5.4, and X2CJ6.7.0 Auxiliary Building X2CK4.00.0 through X2CK4.09.25 Control Building X2CK2.0.0 through X2CK2.80 O Fuel Building X2CK6.00.0 through X2CK6.22.0 Auxiliary Feedwater Pump House X2CD2.2 through X2CD2.8 NSCW Tower & Valvehouse X2CC1.0 through X2CC4.8.0 Diesel Generator Building X2CDl.1 through X2CDl.3 Tanks X2CD4.1 through X2CD7.5 and X2CS8.1 through X2CS10.3 l Tunnels X2CDB.O through X2CD13.1 O l l l l O ' i l l O
- a. These calculations include both concrete and steel and include O- the categories described in section 4.1.4.1.
l
O O O O O O O TABLE 4.1-5 DESIGN DRAWINGS FOR CATEGORY I STRUCTURES (AS OF 11/15/84) Concrete Forming Drawings Rebar Fabrication and Drawings Structure Unit 1& Common Unit 2 Unit 1& Common Unit 2 Issued To Go Issued To Go Issued To Go Issued To Go Containment Structure 90 5 87 8 158 0 159 1 Control Building 145 0 18 0 300 0 83 0 Auxiliary Building 217 0 29 0 497 0 174 0 Fuel Handling Building 51 0 0 0 68 0 18 0 Radwaste Facilities 86 0 0 0 144 0 0 0 Misc. Category I 104 0 76 11 206 0 183 16 Structures TOTALS 693 5 210 19 1373 0 617 17
- l TABLE 4.1-6 MULTIDISCIPLINE DESIGN REVIEWS (DESIGN VERIFICATION REPORT)
Applicable O Verification Report No. Date System / Subject Discipline Reviewers (a) Design Criteria X7V2109 02/09/84 Fuel Building Nuclear EGS DC 2109 Civil Chief O X7V2107 02/10/84 Diesel Building Nuclear EGS Civil Chief DC 2107 X7V2108 02/07/84 Auxiliary Building Nuclear EGS DC 2108 Civil Chief X7V2101 03/09/84 Containment Nuclear EGS DC 2101 Building Civil Chief X7V2148 06/09/83 Containment Nuclear EGS DC 2148 Civil Chief X7V2111 02/23/84 Control Building Nuclear EGS DC 2111 Civil Chief O X7V2146 08/19/83 Auxiliary Nuclear EGS DC 2146 I Feedwater Civil Chief , X7V2105 09/07/83 NSCW Towers Nuclear EGS DC 2105 J Civil Chief i X7V2128 08/19/83 Category 1 Tanks Nuclear $GS DC 2128 2129 RMUVST, RWST, Civil Chief DC 2129 2130 CWST DC 2130 X7V2144-A 09/06/83 Category 1 Nuclear EGS DC 2144-A Tunnels civil Chief O 1 1
- a. Indicates review responsibility. Actual reviewer may be designee.
TABLE 4.1-7 CHIEF ENGINEER'S DESIGN REVIEW Preliminary Interim Final Building or System Review Review Review containment 02/23/77 11/03/77(8) 05/10/82 11/22/77 05/03/82(b) Auxiliary Building 03/02/77 07/06/77 06/13/79 06/24/81 O Fuel Building 04/06/77 09/27/78 07/16/81 Control Building and 09/28/77 10/03/78 07/09/81 NSCW Tower Misc. Category 1 05/09/79 --- 04/06/83 Structures 02/85(c) Geotechnical & 04/12/77 03/16/78 11/21/78 Foundation Pipe Whip Restraints 12/22/82 04/14/83 10/06/83 11/10/81(d) O Diesel Generator 05/09/79(*) 07/27/83(*) 06/19/84 Building O O
- a. Equipment Hatch Opening Analysis Coordination.
- b. Containment Primary Shield Wall Analysis and Design.
- c. Planned Review Dates.
- d. 5 Way Restraints and Pipe Whip Restraints.
- e. Meeting Notes Not Available.
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l () 4.2 MATERIALS The component materials for reinforced concrete are procured l 1 through a series of specifications written and controlled by Bechtel Power Corporation (BPC). These specifications are project specific for the VEGP, written by BPC project personnel, (~) incorporating licensing commitments (PSAR and 10 CFR 50) and are l' \~/ organized to suit anticipated supplier arrangements. The material specifications pertaining to the concrete module are listed in section 4.1.4.3. Table 4.2-1 provides a listing of materials, suppliers, and documentation requirements for materials utilized in construction of reinforced concrete structures at Plant Vogtle. Georgia Power Company is the purchasing agent for materials used in the construction of reinforced concrete structures and ' supplies these materials to the contractors. Detailed descriptions of the procurement process and receipt and document review are contained in Appendixes C and E, i respectively. I 4.2.1 SUPPLIER QUALITY REPRESENTATIVE PROGRAM i Supplier quality surveillance activities are implemented and , records of these activities are maintained by SCS in accordance O i with project procedures as identified in Appendix I. These procedures are in accordance with Bechtel standards. Reinforcing steel is the only material included in the scope of this module requiring supplier quality surveillance. Table 4.2-2 provides data on the Vogtle quality surveillance program for reinforcing steel (procurement specification X2AF01). Although SCS manages the supplier surveillance program, the Bechtel Home office Engineering Civil Discipline maintains responsibility for review of civil-related quality surveillance reports and for taking the necessary actions for safety-related items. O 4.2.2 VENDOR CERTIFICATION DOCUMENTATION Table 4.2-1 summarizes the vendor documentation requirements for each of the reinforced concrete component materials. These requirements were established by Bechtel and were based, in part, on the experience of BPC in interpreting and applying the
~ 10 CFR 50 Appendix B criteria, which require documented evidence that material and equipment conform to the procurement requirements be available at the site prior to installation or use of the item. The VEGP is committed to meeting the requirements of ANSI N45.2.13-76, and to Regulatory Guide 1.123, to the extent stated in section 1.9.123 of the FSAR. In O. general, this takes the form of a certificate of conformance or certified mill test report as outlined in Table 4.2-1.
4.2.3 VENDOR DEVIATIONS Vendor requests for approval to deviate from the requirements of a material specification (see Section 4.1.3.3 for listing of material specifications) are submitted on a Supplier Deviation Disposition Request (SDDR). These requests are reviewed and approved (or disapproved) by the BPC civil engineering group supervisor (EGS). In addition, those SDDRs approved by the EGS are reviewed and approved by BPC Quality Engineering, the BPC project engineer, and BPC Quality Assurance. The approval disposition of each request is categorized as one of the following: accept as is, repair, and modify buyer's requirement. 4.2.4 RECEIPT This section describes receipt activities as they affect concrete, reinforcing bar, and cadweld materials. Warehouse personnel, who are part of the Construction Department perform these functions. Appendix E describes the general flow of receipt for all items. Civil receipt discussed here is governed by procedures CD-T-02, CD-T-06, and GD-A-30. This section covers the receipt function up to the point of Quality Control receipt inspection. Section 4.2.5 addresses QC receipt inspection. The primary function of the warehouse personnel is to verify the quantities of civil material received by either weighing or, counting. Coarse aggregate and reinforcing steel are delivered by truck or rail. The number of reinforcing bars is verified by counting, and on rail shipments the coarse aggregate quantity is verified by visually checking the standard rail car. Sand, cement, admixtures, flyash, and occasionally coarse aggregate are brought to the site by trucks which are weighed before and after unloading. Other items are piece counted. As each packing slip is verified by warehouse personnel, it is stamped with the time of receipt and processed into the administrative system. The warehouse personnel forward the documentation to the appropriate civil QC receipt inspector on l bulk items such as reinforcing steel, cement, flyash, admixtures, and aggregate. The warehouse directs the bulk shipments to the unloading point and assures no unloading is done without the civil inspector being present. For non-bulk items the warehouse personnel unload the items, check for any evidence of physical shipping damage, and place the materials on hold until mechanical QC inspectors perform the receipt inspection. l l l 4.2-2 i
rx 4.2.5 RECEIPT INSPECTION i%)i This section covers receipt inspection of concrete materials, reinforcing steel, and cadweld materials from the time of notification by the warehouse until the material is receipt-inspected and the documentation is forwarded to the vault. f-s General receipt inspection is covered in Appendix E. k_ The receipt inspection is performed in accordance with procedure CD-T-02, Concrete Quality Control, or procedure CD-T-06, Rebar and Cadweld Quality Control; and specification X2AP01 C3.6, Material Testing Services. ['~ Concrete bulk materials, reinforcing steel, and cadweld materials are received by GPC as O-Class items and are used in both Q and non-Q applications. Bulk items are receipt inspected by the appropriate Civil Quality Control inspector. These items include: o Cement e Fine aggregate (sand) e Coarse aggregate (stone) e Pozzolan (flyash) e Admixtures (air entraining, water reducing) e Reinforcing steel e Cadweld materials e Super-plasticizing agents (non-Q) Other items which are handled in accordance with procedure GD-A-30 for receipt inspection include: e Non-shrink grout e Concrete adhesive e Waterproofing e Waterstop Cement, admixtures, and pozzolans are sampled upon receipt at intervals specified in procedure CD-T-02. r~ ( w 4.2-3
i 4.2.5.1 Cement Cement documentation is reviewed upon receipt to verify compliance with the requirements of specification X2AE01 procedure CT-T-02 Section III.8, and ASTM C150. 4.2.5.2 Aggregate Aggregate documentation is reviewed to verify compliance with the requirements of specification X2AE02, Furnishing Fine Aggregate for Concrete; X2AE03, Furnishing Coarse Aggregate for Concrete; procedure CD-T-02, section III.B; and ASTM C33, as applicable. l l 4.2.5.3 Pozzolan (Flyash) l The receipt inspection of pozzolan verifies compliance with the ! requirements of specification X2AE06; procedure CD-T-02, section l III.B; and ASTM C618. l I 4.2.5.4 Admixtures Admixtures are inspected to verify compliance with the requirements of specification X2AE07 and procedure CD-T-02, section III.B. The following admixtures are receipt inspected and verified to conform to the listed standard: e Air Entraining Admixture (Vinsol Resin Type) ASTM C-260 e Water Reducing Agent ASTM C-494, Type A or D e Super Plasticizing Admixture ASTM C-494, Type A 4.2.5.5 Reinforcing Steel Reinforcing steel is inspected to verify compliance with the requirements of specification X2AF01, Furnishing, Detailing, Fabricating, and Delivery of Reinforcing Steel; and procedure CD-T-06, section V.B. 4.2.5.6 Cadweld Material Cadweld material is received by the QC inspectors. Packing lists, certified mill test reports, and Certificates of Conformance are received with the shipment and forwarded to Document Review for acceptance. The cadweld sleeves and powder are put on hold until a Documentation Acceptance Report is processed. This cycle follows the generic process outlined in Appendix E. 4.2-4
4.2.5.7 Miscellaneous "Q" Items O' The receipt inspection process for these items is through the normal routine as described in GPC procedure GD-A-30. This is detailed in Appendix E. 4.2.6 DOCUMENT REVIEW AND ACCEPTANCE This section discusses the document review and acceptance of civil material relating to concrete, reinforcing steel, and cadweld material. The document review criteria satisfy procedure DC-A-06. The general guidelines for document review are contained in Appendix E. Civil items differ from most plant items in that the inspector who performs the receipt inspection also reviews the associated quality assurance documentation for acceptance prior to the unloading of the material. These items are cement, flyesh, aggregate, admixture, and reinforcing steel. These iteme are ready for issue to the craft upon acceptance by the QC receipt inspector prior to receipt of the Document Acceptance Report (DAR). Cadweld material (sleeves and powder) documents are reviewed for acceptance by the document reviewer and a DAR is issued prior to QC releasing the material to the craft. Other civil items are handled as described in procedure GD-A-30. O The receiving documents, as noted in section 4.2.5, are transmitted to Document Review for review and acceptance. The document reviewer documents their acceptance on a DAR and transmits a copy to the appropriate QC inspection supervisor for action. Deviation Reports are written on documents which do not meet acceptance criteria. As noted previously in this section, some receipt items are accepted by the QC inspector without the use of a DAR, but DARs are completed for reinforcing steel and cadweld materials. The DARs are filed by control number and discipline. The documentation for civil items is filed by purchase order number. () Non-shrink grout must have two approvals before release. DAR is issued in accordance with procedure DC-A-06 after the The reviewer finds the Certificate of Conformance acceptable; however, before the receipt inspector can remove the hold tag from the grout, he must have a memorandum from the civil lab stating that the grout lot has met the minimum compressive O strength test requirements. Table 4.2-1 notes each material received and defines the documents to be reviewed by Document Review. O 4.2-5
l l 4.2.7 STORAGE AND INSPECTION This section covers the storage and inspection requirements of civil material related to this module. It describes the storage facilities and inspection of the material while in storage. Cement is stored in elevated bins located at the batch plant. Two elevated storage silos provide approximately 1900 tons of cement capacity which can be directed to either batch plant. lh l Each plant has its own storage bin with a capacity of over 100 tons. All storage facilities meet the requirements for cement storage listed in ASTM C-150 and ACI 304. The cement is transferred from the storage silos to the ctorage bins by pneumatic means. Flyash is stored in 100 ton capacity moveable ground tanks referred to as " pigs". These tanks resemble the standard tanker on which cement and flyash are brought to the job. The site has 3 pigs, 1 for each batch plant and 1 which can be used for either plant. Each plant has a vertical silo which will hold over 50 tons of flyash which is transferred by pneumatic blowers. Each batch plant has its own 3/4 inch (maximum size aggregate) stone and sand stockpiles. Aggregate (sand and stone) is unloaded into a pit where a belt conveys it up a radial stacker with adjustable height. The radial stacker deposits the material onto the stockpile. The sand and stone stockpiles are located far enough apart so that each separate pile does not become contaminated with the other. A tunnel located under each lh stockpile has gates that allow the material to drop down onto a conveyor belt which takes it up to the batching bins as needed. Each 3/4 inch stone stockpile is roughly 4000 tons while the sand is estimated at 3000 tons. The 3/8 inch maximum size aggregate (MSA) stone is handled differently. It is all delivered to the site by truck and dumped. This stockpile is not serviced by a radial stacker but is worked using a front-end loader. Care is taken to ensure the pile is not contaminated by oil or dirt from the loader. The loader fills a bin from which the 3/8 inch stone is taken to the batch plant by conveyor belts. Admixtures are stored in tanks located in enclosed sheds. O Items associated with concrete production are monitored by the batch plant Quality Control inspector. This is done by daily walkthrough inspections. Refer to section 4.5.1 for more details. lh Reinforcing steel is stored on dunnage in well-drained storage yards, having crushed stone bases to help ensure proper drainage and help control weed growth. The steel is stored with tags showing heat numbers for stock length bars or showing mark number of bars. The steel storage area is inspected monthly in 4.2-6
1 accordance with procedure GD-T-17, Housekeeping. This procedure O is based on ANSI N45.2.3-73, Housekeeping During Construction. 1 The cadweld material is stored in a separate block building to ensure that the cadweld powder cartridges and sleeves will not i be exposed to moisture. An issuance log is maintained to track all powder and sleeve material removed from the building. Refer () to section 4.4.4 (Cadweld Installation) for further details on cadweld issuance and field storage. The Quality Control civil reinforcing steel inspectors maintain control over all cadweld storage operations until the materials are issued to Walsh Construction. In addition, this area is O included on the monthly periodic inspection checklist from procedure CD-T-17. All other materials associated with concrete, reinforcing steel, and cadwelds are stored at the warehouse in areas commensurate with their storage level. O l O O ooo1a c) 4.2-7
TABLE 4.2-1
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(SHEET 1 OF 5) 1 Purchase Applicable Type of Documentation i Order No. Vendor Spec Documentation Timing j Mate rial , Cement PAV-1369 Medusa X2AE01 Report of chemical Prior to composition by delivery i bin number. Certificate of Compliance with f-'g the purchase ( ,) document. Fine PAV-196 Southern X2AE02 Gradation test With the first Aggregate Aggregates, per ASTM C-33 first shipment Certification and monthly (sand) Inc.
-formerly- of Compliance thereafter Claussen- with the Lawrence purchase Construc- document.
tion Co. Coarse PAV-194 Martin- X2AE03 Gradation test With each Aggregate Marietta per ASTM C-33 shipment (stone) Aggregates Certification of Compliance s with the pu rchase document. l Super- PAV-6344 American N/A 1. Statement Prior to i plasti- Admixtures the batch is shipment cizing and identical to Admixture Chemical batch tested to Corp. ASTM C-494.
- 2. The chloride content and a statement that no chloride was
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- 3. Test results of infrared spectroph-otometry, pH, O- and solid test for establishing material equivalence. l
- 5. OSHA Form 20.
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TABLE 4.2-1 t (SHEET 2 0F 5) l Purchase Applicable Type of Documentation l Mate rial Order No. Vendor Spec Documentation Timing l () Rein-forcing PAV-191 Florida Steel X2AF01 Certified copies of " Mill Test At time of deli ve ry steel Corp. Reports" covering the chemical and physical
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properties of . the reinforcing steel, as specified in ASTM A-615. For bars to be spliced by Cadwelds, ' Mill Test Reports" shall include measurements of deformations that have bee.1 determined in accordance with () ASTM A-615. Water- PAV-1893 William X2AJ06 Certificate of With shipment stops and Products, Conformance to Fittings, Inc. the procurement Joint document Filler, including a Waterstop statement that Adhesive, the material is Joint suitable for Filler, the conditions Adhesive, of the Sealant specification. i () Form Release PAV-11581 (typical) Symons Corporation N/A OSHA Form 20 With shipment I Agent Welded PAV-7266 Carolina X2AF03 Certificate With shipment Wire Steel of Conformance () Fabric Augusta Service to ASTM A-185 Center O
l l l TABLE 4.2-1 O (SHEET 3 OF 5) Purchase Applicable Type of Documentation l Mate rial Order No. Vendor Spec Documentation Timing Curing PAV-4842 Symons X1AJ07, OSHA Form 20. With shipment j Compound Corporation sections Information on 6.1, proper use of 7.1.2, the material f and 8.1 and acceptance ! criteria. ! Manufacturer's material i description with expiration date limits, l storage temperature limits, and handling requirements. l Cadweld PAV-1357 Erico X2AF02 Certified mill Within 15 Sleeves Products, test report days of and Inc, showing results receipt of Powdered of, chemical and material Metal mechanical tests of material from each lot of splice sleeves. gettification for ! each lot that j chemical composition of powdered metal and the chemical and mechanical properties of the resulting ! filler material conform to ERICO Products standards, as specified in their RB10M974 catalog. 1 0
I l l i l l TABLE 4.2-1 l l (SHEET 4 OP 5) Purchase Applicable Type of Documentation Mate rial Order No. Veador Spec Documentation Timing () Grout (non-PAV-7152 (typical) W. C. Caye and X2AP01 sections Certificate of compliance with With shipment shrink) Company, C3.2.2.8 procurement Inc. and document. C3.2.3.C f Concrete PAV-4016 W. C. Caye X2AP01 Certificatn of With shipment Adhesive and section Conformanco to company, C3.2.3.D procurement Inc. document. Water- PAV-1336 Vandex, X2AJ04 Certificate of With proposal proofing Inc. Conformance to (Vandex) Vandex patented formula Pozzolan PAV-1580 Monier X2AE06 Certificate of Within 60 days (flyash) Resources, Conformance to of receipt Inc. pu rchase of material
-Formerly- documents.
!O Resource Recovery Systems, Inc. Water PAV-1312 Sika X2AE07 Certification to Prior to Reducing Chemical ASTM C-260 for shipment Agent and Corporation Air Entraining Air agent to ASTM Ent rait.- C494 for water ing Agent reducing agents containing all the statements I () therein. Reports and certifications for Admixtures shall include: l l l
TABLE 4.2-1 O (SHEET 5 OF 5) Pu rc ha.as Applicable Type of Documentation Material Order No. Vendor Spec Documentation Timing _ g
- 1. Statement that the admixture supplied is identical in all essential respects, including V concentration, to the admixture tests under the appropriate ASTM specification.
- 2. The chloride content of the admixture and a statement that chloride has not been added during its manufacture.
O/ The chloride content of the admixture shall not exceed 1.0 percent by weight.
- 3. Test results covering infrared spectropho-tometry, pH, and solid content in accordance with
[ the b manufacturer's recommended test procedure for establishing the equivalence of materials. O
1 I TABLE 4.2-2 (Sheet 1 of 3) SUPPLIER QUALITY SURVEILLANCE PROGRAM NAME AND ADDRESS: Florida Steel Corporation Charlotte, North Carolina l QA PROGRAM Quality Assurance Manual, Rev. 3 5/14/80 Letter to Bechtel dated 9/9/83. QUALITY SURVEILLANCE PLAN: Metal Fabrication Inspection Plan-Reinforcing Steel for VEGP, Specification X2AF01. Plan, Rev. 4, dated 8/11/78. SURVEILLANCE LEVEL: Three TIME FRAME OF SURVEILLANCE Unit 1 - 7/17/74 through ACTIVITIES: present. Unit II - 10/17/78 through present. YEARLY NUMBER OF SURVEILLANCE DATE UNIT I-OSR NUMBER i REPORTS: 1974 1-4 CANCELLED AND REOPENED '( ) 1977 5 - 13 1978 14 - 30 1979 31 - 42 1980 43 - 46 1981 47 - 55 1982 56 - 67 1983 68 - 79 1984 80 - 88 1985 89 - Open DATE UNIT II-OSR NUMBER 1978 1-2 ' () 1979 1980 3-9 10 - 13 1981 14 - 19 Finala i' AUDITS CONDUCTED: 1977, No AFRs 1978, Three AFRs () 1979, 1980, 1981, No AFRs Waived Waived 1982, No AFRs l 1983, Waived j 1984, Waived 10 G unit i and unit 2 inspections combined in 1982. a. 0042a
TABLE 4.2-2 (Sheet 2 of 3) SUPPLIER QUALITY SURVEILLANCE PROGRAM X2AF01 (Sub A) NAME AND ADDRESS: Florida Steel Indiantown, Jacksonville, Tampa QUALITY ASSURANCE PROGRAM: Same as shown on Sheet 1 QUALITY SURVEILLANCE PLAN: Special Instruction, Rev. 2. SURVEILLANCE LEVEL: Three. TIME FRAME OF SURVEILLANCE Unit I - 1/13/78 to 10/31/80. ACTIVITIES Unit II - 8/29/78 to 10/31/80. YEARLY NUMBER OF SURVEILLANCE- DATE UNIT I - QSR NUMBER REPORTS: 1978 1 - 21 1979 22 - 29 1980 30 - 32 DATE UNIT II - QSR NUMBER 1978 1-4 1979 5 - 11 1980 12 Closed AUDITS CONDUCTED: Not applicable (subcontractor)b O O
- b. Project audits were limited to the primary manufacturing facility in Charlotte, N.C.
0042a
l TABLE 4.2-2 (Sheet 3 of 3) SUPPLIER QUALITY SURVEILLANCE PROGRAM X2AF01 (Sub B) NAME AND ADDRESS Florida Steel Jackson, Tennessee QUALITY ASSURANCE PROGRAM: Same as shown on Sheet 1 QUALITY SURVEILLANCE PLAN: Metal Fabrication Inspection Plan - Reinforcing Steel for VNP, Specification I no. X2AFOl. Plan, Rev. 4, dated 8/11/78. SURVEILLANCE LEVEL: Three. TIME FRAME OF SURVEILLANCE Unit I& Unit II - 6/17/82 through ACTIVITIES: 2/24/84.
- YEARLY NUMBER OF SURVEILLANCE DATE UNIT I & UNIT II-OSR NO.
REPORTS: l 1982 1-3 1983 4-5 1984 6-7 Closed AUDITS CONDUCTED: Not applicable (subcontractor)b, O O
- b. Project audits were limited to the primary manufacturing facility in Charlotte, N.C.
0042a i
4.3 TRAINING AND QUALIFICATION This section contains a description of the project programs for training and qualification of design engineers, GPC construction engineers, contractor staff and craft, inspectors, and GPC surveyors, ym (_) For inspectors the information contained should be reviewed along with Appendix F, Inspector Qualification / Certification. 4.3.1 ENGINEERS (CES1GN) 7-s)
~'
Engineering personnel assigned to the Home Office Engineering (HOE) organization and the Project Field Engineering (PFE) organization receive training to familiarize them with project procedures governing their assigned responsibilities. Section 6, Part A of the Project Reference Manual establishes the program structure and requirements for indoctrination and training of Bechtel Power Corporation (BPC) personnel assigned to the Vogtle Electric Generating Plant project. It defines procedures, responsibilities, documentation, and records maintenance for the BPC project training program. Participation in the program is mandatory for permanently assigned home office and jobsite personnel. n () The overall training program includes training in the following subject areas: o Quality Program - e Engineering Indoctrination Program ' e Project Reference Manual (PRM) e Technical and specialized training e New arrival orientation e Quality Concern Program The project engineering manager or his designees are responsible for the formulation and implementation of the training program. The civil engineering group supervisor (EGS) is responsible for r~s ensuring that assigned personnel attend mandatory training (,) classes, receive training in the requirements and the use of this PRM, and learn the unique technical aspects of their work. The civil EGS identifies the training requirements for each individual in the civil group commensurate with assigned tasks, and maintains records of training in accordance with section 6 f~ of part A of the PRM. The project administrator receives and
- 4) stores training records of personnel no longer assigned to the project.
[ t
4.3.2 GPC CONSTRUCTION ENGINEERS This section discusses the training and qualification of Georgia O ! Power Company construction engineers and other personnel i reporting to the civil project section supervisor who perform work related to the activities of this module. Candidates for construction engineering positions are either degreed engineers or have construction experience. Normally, l the new engineer is assigned pertinent procedures to read. Newly assigned engineers work with an experienced engineer. The experienced engineer provides instruction on specifications and procedures, shows the new engineer how to use design drawings, and familiarizes him with plant orientation and site organization. The civil project section supervisor is responsible for making certain his personnel are capable of performing the tasks assigned to them. Therefore, in addition to the on-the-job training just described, the supervisor trains his personnel on changes and revisions to specifications and procedures and provides them formalized training as necessary to maintain or upgrade job skills. 4.3.3 CONTRACTOR The training and certification of contractor personnel to perform installation work associated with reinforcing steel, cadwelds, and concrete is discussed in this section. The two primary contractors that employ personnel to perform this work are Walsh Construction Company and Fundamental Materials, Inc. Additionally, Pullman Power Products, Cleveland Electric, Ingalls Iron Works, Pullman /Kenith-Fortson, and Dixie Construction perform limited work in core drilling. Georgia Power Company reviews and approves training programs established by the contractors. 4.3.3.1 Walsh Walsh Construction Company provides training for craft personnel 9 engaged in concrete work and the installation of reinforcing steel. A Walsh training coordinator develops programs and training guides. He documents training on a Walsh Training Session Report. Training is conducted as corrective action to train craftsmen when a new activity is begun, and to notify craftsmen of procedural changes. O 4.3-2
fS The following courses have outlines developed for presentation: e rebar bending e cement finisher training e core drill : e equipment grouting e concrete placement i I)'
~
e curing e cadwelding j l Walsh conducts concrete placement, concrete curing, and cadweld setup classes periodically. Cadweld setup and concrete placement courses are held monthly and the curing course is presented at seasonal changes as dictated by the Civil Project f (7')
\" Section Supervisor. The Walsh training coordinator and the l
' craft superintendent usually present the material.
The concrete placement course includes instruction on correct methods of placement including line setup, depositing concrete, consolidation of conc rete, prevention of voids, and grouting of construction joints. The concrete curing class is conducted to inform the craft personnel of the curing and protection method to use. The i I curing training includes a discussion of the techniques for applying curing compound, how to use burlap to aid in water l curing, how to use heaters and insulated blankets to maintain I) k/ the temperature requirements during cold weather concreting, and i other information necessary for performing a quality curing job. 1 I Cadweld operator cartification training is conducted by Walsh in l compliance with site procedure CD-T-06, section V.D.2, using Erico Products, Inc. catalog RB10M94 and addenda in catalog 15 MOC 178, which were developed to conform to Regulatory Guide 1.10. This training is conducted by a Walsh QA/QC coordinator who has been certified as an instructor by Erico Products. The basic elements of this program are:
- 1. Lectures explaining proper cleaning and splicing requirements;
() 2. Setup and firing of two cadwelds in the largest bar size for each position to be utilized;
- 3. Successful tensile testing of all qualification splices;
- 4. Requalification requirement of cadweld operators.
7-k_) l 4
%)
4.3-3
1 l l l l Walsh maintains a file on each cadweld operator which contains i test results and the date of certification for each qualified position. GPC QC sends a list of certified splices to the hl Document Review vault each month for retention as permanent records. Reinforcing steel installation training is provided by Walsh. The program covers the methods of tying, cutting, and rigging of reinforcing steel along with on-the-job training to familiarize the employee with installation drawings, tolerances, and methods. Core drill and rock drilling classes give craft personnel training in the requirements of site procedure GD-T-12. Included in this training class is the documentation cycle, quality hold points (i.e., verify contractor's as-built notices prior to the installation of the item that the core drill was installed for), and the setup and operation of the equipment used to perform the core drill per the manufacturer's recommendations. 4.3.3.2 Fundamental Materials Fundamental Material obtains batch plant operators experienced in the operation of computer controlled automatic batching equipment from the Operating Engineers Utsion. New operators receive job familiarization with site equipment through on-the-job training under direction from experienced personnel and/or by Erie Strayer Company. Two operators of the Batch Plant have not changed since production of concrete started at Vogtle. These same operators worked at E. I. Hatch Nuclear Plant as batch plant operators. 4.3.3.3 Core Drill Training Core drilling is done by Dixie Construction Products, Ingalls Iron Works, Pullman Power Products, Cleveland Electric, and Pullman /Kenith-Fortson in accordance with site Procedure GD-T-12 and manufacturer's recommendations. The core drill training program includes the basic principles of core drilling using manufacturer's recommendations for the operation of equipment along with the requirements of the GPC procedures. 4.3.4 INSPECTORS This section contains descriptions of the training courses used to qualify Civil QC inspectors employed by GPC and Soil and I Ma:erial Engineers Incorporated, a contractor specializing in l inspection services. Appendix F contains a detailed explanation ! of the certification programs. I 4.3-4 l
i 1 l l I The construction training qualification, and certification O program now complies with the requirements of ANSI N45.2.6-1978 and Regulatory Guide 1.58. (Reference finding 43, section 6.2.) It includes five areas of certification applicable to inspection of reinforced concrete structures. They are Civil Lab Inspection, Concrete Batch Plant Inspection, Concrete Placement Inspection, Concrete Fresh Testing Inspection, and () Reinforcing Steel and Cadweld Inspection. Table 4.3-1 defines the activities each certification qualifies the inspector to 1 perform and the training courses required for certification. ; The Level I inspector records instaction, examination, and l testing data along with implementing inspection, examination, and testing procedures. The Level II inspector performs the O- actual evaluation of the validity and acceptability of inspection, examination, and testing results. Prior to certification, inspectors are not allowed to independently inspect for acceptance but are used in data-taking or inspection j assignments provided they are under the direction of a certified , inspector who is participating in the inspection, examination, ! or test. i The following paragraphs list the types of inspections performed on the materials and construction processes discussed in this module. Each paragraph defines the certification titles used to perform the inspection and a description of the course content l for the individual course (s) which qualify the inspector to l () perform the inspection (Table 4.3-4). l l 4.3.4.1 Receipt Inspection Receipt inspection is required within the concrete, rebar, and cadweld area. To perform receipt inspection for concrete materials, the I inspector must be certified in Civil Lab or Concrete Batch Plant Inspection. Of the courses listed in Table 4.3-1, the course common to these certifications which defines the requirements for receipt inspection of concrete materials is Receipt, Storage, and Handling of Concrete Materials. l (:) The Receipt, Storage, and Handling course is a 20-hour course which provides instruction and reference material to inspectors involved with the receipt, documentation verification, sampling, handling, and storing of concrete materials. In this course, the inspector is familiarized with the applicable specification, l procedures, and code requirements. The inspector acquires the l general knowledge necessary to determine conformance of chemical and physical test results of concrete material to specification and ASTM standards. In addition, the inspector is also familiarized with the specified procedure for sampling, handling, and storage of concrete material. O 4.3-5
To perform receipt inspection for reinforcing steel or cadweld materials the inspectors must be certified in Rebar and Cadweld Inspection. The training course applicable to the receipt of hl reinforcing steel or cadweld material is Inspection of Reinforcing Steel and Cadwelds which includes the requirements on Receipt, Storage, and Handling. This course is 40 hours in length. The course section dealing with receipt, storage, and handling of rebar and cadwelds trains the inspector to verify the description of bar sizes, types, and grades; receiving requirements such as mill certification, heat numbers, and verification against specifications; and proper storage. It also provides instruction for inspector training in sampling and handling techniques and familiarization with the applicable specifications, procedures, and code requirements. g Through this training course, the inspector acquires the general knowledge necessary to determine conformance of chemical and physical test results of reinforcing steel to the specification and ASTM standard. The inspector is trained to verify that cadweld materials comply with the packing list for splice kit type and size; the chemical and physical test results are verified by the document reviewers. 4.3.4.2 Batch Plant Inspection To perform inspection in this area, the inspector must be certified in Concrete Batch Plant Inspection. The primary training course, " Inspection of Batch Plant Operations" is 40 hours in length and provides the inspector instruction in the inspection of a batching plant and its related operations, including aggregate stockpiling, materials transfer, the cement silo, ice plant, and hot water facilities. Specific topics in the course familiarize the inspectors with water / cement ratios, trip tickets, scales, batch tolerance calculations, and air content, through which the inspector acquires the required knowledge of acceptable and unacceptable practices. In addition, the inspector is trained in the proper use of forms and appropriate ASTM, ACI, and other relevant specifications and codes. 4.3.4.3 Civil Lab Inspection To perform inspection in this area, the inspector must be certified in Civil Lab Inspection. An inspector certified in this activity is qualified to perform inspection in Fresh Concrete Testing; Concrete and Concrete Material Testing; Receipt, Storage, and Handling of Concrete Materials; and Tensile Testing of Rebar. The primary training course for Civil Lab Inspection is Concrete and Concrete Materials Testing Lab. This is an 80-hour course which provides reference, instruction, and specified testing 4.3-6 !
l procedures to inspectors involved with the required field and I .O laboratory tests necessary to ensure the quality of fresh concrete and concrete materials. 1 Through this course, the inspector becomes proficient in the I fresh concrete tests which include the sampling method, making cylinders, unit weight test, air content test, slump test, and The inspector also becomes familiar with the
) temperature test.
concrete materials tests which include specific gravity, 1 l gradation, moisture content, sampling, organic impurities, and others. In addition, the inspector becomes knowledgeable in the curing, capping, and testing of concrete cylinders. The
- inspector is taught the correct laboratory techniques and calibration of equipment, although the inspector does not ,
calibrate equipment unless he is certified in Measuring and Test ' Equipment. Through this training course, the inspector gains a , knowledge of concrete and concrete materials, becomes l knowledgeable of the applicable construction specifications and l site procedures, and becomes knowledgeable of relevant specified ASTM and Corps of Engineers testing methods. The inspector also demonstrates proficiency in performing these relevant tests of concrete and concrete materials and proficiency in I interpreting and analyzing test results in order to determine l compliance with ASTM, construction specifications, and site procedures.
) 4.3.4.4 Fresh Concrete Testing Inspection To perform inspection in this area the inspector must, as a minimum, be certified in Concrete Fresh Testing. Inspectors certified in Civil Lab, Concrete Batch Plant Inspection, and Concrete Placement Inspection are also qualified in this activity. of the courses listed in Table 4.3-1, the course common to the certification referenced in this section is Fresh Concrete Testing.
The course is 20 hours in length and provides reference, instruction, and specified testing procedures. The objective of the course is to train the inspector to perform fresh concrete tests which include sampling methods, cylinder unit weight test, l() air content test, slump test, and temperature test. During his j training, the inspector becomes knowledgeable of the applicable I ASTM testing methods and demonstrates his proficiency in the performance of these test methods as well as analyzing test results to determine compliance with ASTM, construction specifications, and site procedures. 4.3.4.5 Concrete Placement Inspection The inspector who performs inspection in this area must be certified in Concrete Placement Inspection which includes Fresh Concrete Testing; Concrete Pre-Placement; Concrete Placement: 4.3-7 I I
Concrete Post-Placement; Concrete Patching; Grouting; Waterproofing; Masonry; and Core Drilling. The primary training h course for Concrete Placement Inspection, Inspection of Concrete Placement, is 40 hours in length and provides the inspector with direction, instruction, and reference material for methods of transportation, conveying, placing, consolidation of concrete, foundation and construction joint preparation, and types of concrete forms used and their care. The inspector is also taught the criteria for surface finishes of slabs and walls, and hot and cold weather concrete placement practices including curing. Information on consolidation of concrete, including pre-planning to reduce rock pockets and voids, enables the inspector to become knowledgeable of the vibrator insertion time, frequency, and spacing. During his training, the inspector is taught to evaluate the preplacement preparation, placement practices, and postplacement practices for compliance with ACI standards, construction specifications, site procedures, and design drawings. 4.3.4.6 Inspection of Reinforcing Steel and Cadwelds To perform inspection in this area the inspector must be certified in Rebar and Cadweld Inspection which qualifies the inspector to perform inspection in Core-Drilling; Rebar; Cadweld; and Receipt, Storage and Handling of Rebar. The primary training course, Reinforcing Steel and Cadweld Inspection, is 40 hours in length. The reinforcing steel portion of the course provides the inspector with the ability to differentiate between bar sizes, types, and grades; industry standards; and site practices for placement of rebar. This course also contains information on reinforcing steel inspection criteria such as surface condition, proper spacing, adequate clearance, correct splices, and cleanliness. The inspector also becomes knowledgable of the applicable specifications; procedures; design drawings; and ASTM, ACI, and CRSI code requirements. The cadweld inspection portion of the course provides the inspector with direction, instruction, and reference material applicable to cadweld inspection. As the inspector goes through training, emphasis is placed on the correct procedure for shooting and inspecting a cadweld. The inspector becomes knowledgable of bar end preparations such as cleanliness, planeness, pre-heating, proper alignment of the reinforcing steel, setting up the equipment for casting, examination of the splice after the " shot" is made, and the methods for detecting and calculating voids. The course also provides the inspector training in the sampling of test splices including the repair procedures and the different types of cadweld splices along with their characteristic properties. The inspector is trained in the use of the construction specifications, site procedure, ERICO Products, Inc. Manuals, and design drawings. O 4.3-8 l
Each inspector is required to physically set up two cadwelds of each position, inspect the set ups, and fire the cadwelds. Each cadweld is tensile tested to ensure it meets specification requirements prior to the inspector being certified. 4.3.4.7 Core Drill Inspection O To perform inspection in this area the inspector must be certified in either Rebar and Cadweld Inspection or Concrete Placement Inspection. Core drill inspection is performed under Concrete Placement and Rebar/Cadweld certifications. Core drill inspection may also be performed by inspectors having an Embed e Certification as discussed in Module 8.B under Training and Qualification of Inspectors. The applicable training course for this is Core Drill Inspection. Core Drill Inspection is a 10-hour course that provides basic information and review of job-site procedures and construction specifications to the inspector. The course familiarizes the inspector with the equipment, procedures, and controls of the core drilling process. The inspector acquires general knowledge of the physical work activities, documentation cycles, and inspection techniques relevant to core drilling. The inspector also becomes familiar with the types of equipment and processes used for locating embedded steel in concrete, understanding the importance of correct core drilling operations, reports and () documentation, the controls for drilling into concrete along with the duties of responsible organizations at Vogtle, and inspection of drilled holes for cut or altered embedded steel. The inspector is also trained to ensure compliance with core drill requests, drawings, and specifications. 4.3.5 CONTRACT INSPECTORS Soil and Material Engineers, Inc. (S&ME) provide certified inspectors for Georgia Power Company use on contract. S&ME conducts the training and certification of these inspectors in accordance with their Design Plan for Plant Vogtle. This plan ,() i meets the requirements of ANSI N45.2.6-1978 and NRC Regulatory Guide 1.58. l The S&ME project manager trains and certifies inspectors
- employed by his company. His training includes material similar i to that in the GPC training courses. The Georgia Power Company l civil QC section supervisor approves the content of certification examinations. S&ME certifications are documented
[)
\~ and retained by GPC in accordance with ANSI N45.2.9. S&ME provides certified inspectors in the following areas related to this module: concrete lab, cc ncrete placement, concrete fresh testing, and reinforcing steel. All S&ME inspectors involved with cadweld inspection must go through GPC training and certification tests. S&ME provides inspectors with both 4.3-9
Level I and II certifications. S&ME inspectors work under and are directly responsible to a GPC inspection supervisor. Georgia Power Company provides a 30-day on-the-job training period to S&ME inspectors upon initial assignment. The inspector is assessed during this time for work performed under direct supervision. If this assessment reveals capabilities equal to his assigned certification level, he may then assume normal inspection duties. 4.3.6 SURVEY This section covers the training of surveyors to perform the activities discussed in this module. Two curriculums are l available: Building Layout and Route Survey. Only building layout is necessary to perform the work in this module. Table 4.3-2 shows the relationship between the available certifications and the associated training courses. The Building Layout certification, which allows the surveyor to perform structures layout, provides the required knowledge of survey techniques. The Level I certification allows the surveyor to perform the basic survey function using transit, level, theodolite, electronic distance meter, etc. He is trained in the proper format for keeping notes and can perform azimuth and bearing calculations. The Level I is knowledgeable enough to perform all work once column lines and bench marks are h established for the structure. The Level II surveyor is more experienced and skilled in the use of survey equipment. He is trained to perform all calculations associated with traverse calculations and level circuits. He is responsible for reviewing work and calculations done by the Level I. He is responsible for documentation relating to survey work. He, or a survey party chief, signs the pourcard indicating the acceptance of location of the appropriate items. The Level II surveyor is responsible for calculations necessary to relocate or establish control points and bench marks. The Route Survey certification is similar except that more training is required in calculating horizontal and vertical t curves. During the period from January 1983 to February 1985, surveyors were certified for the requirements of field procedure QC-A-01. As of February 1985, surveyors are no longer certified but are trained and qualified to perform their specific functions. h 0017a 4.3-10 t 1
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4.4 FABRICATION AND INSTALLATION This section presents a description of the work processes for fabrication and installation activities associated with this module. It includes a description of organizations, the applicable specifications, procedures and codes governing each rw process and significant areas. A flow diagram depicting the ? construction process for reinforced concrete is given in Figure 4.4-1. l l The procedures referenced in this section were developed by J Georgia Power Company (GPC) Civil Project Section and Quality Control Sections from, and comply with, the project l(7-w) specifications furnished by the architect-engineer (Bechtel). The installation of concrete, rebar, and cadweld is performed by l the Walsh Construction Company. Walsh is responsible for the l management and supervision of the work processes to ensure l compliance with the design drawings, specifications, procedures, and schedule requirements as outlined and directed by GPC. Walsh Construction Company uses the pour card to indicate the completion of each installation activity and that each activity l has been performed in accordance with specifications, procedures, and design drawing requirements.
.r g The batching of concrete is performed by Fundamental Materials (j Incorporated which is a subsidiary of Sherman Industries. They are responsible for the management, supervision, and operation of the batch plant work process and material storage to ensure compliance with the specifications, procedures, and s(.5edule requirements as outlined and directed by GPC.
During the installation and fabrication process, problems are addressed by the GPC civil area engineer using either a Field Change Request (FCR) or a Deviation Report (DR). Appendix D describes the FCR process and Appendix H describes the DR process. 4.4.1 FORMWORK, WATERSTOP, AND WATERPROOFING This section describes the installation of formwork, waterstop, and waterproofing and also discusses the general sequence of rebar installation and construction joint preparation. The details of rebar installation are described in section 4.4.3;
- , embed installation is discussed in Module 8.
1 1 The following processes govern waterproofing and formwork processes: e Site Procedure CD-T-02 Form work activities (
l e Site Procedure CD-T-17 Waterstop and waterproofing installation e American Concrete Institute Job-built forms and shoring (ACI) code 347 design ! e Bechtel Forming Drawings Form lines and wall widths (AX2D08A --- series) h e Bechtel AX2D94V30 through Waterproofing details 35 series drawings Walsh Construction Company is responsible for performing work discussed in this section. Walsh obtains work direction from the GPC area managers. Walsh subdivides the formwork and placement into manageable units of work for detailed planning and scheduling. The first step taken in the work process is to design the forms. Walsh uses the Symons Versaform system for l most formwork. Shoring design required for slab placements is l done by the Walsh engineering staff. i The initial fabrication of formwork takes place at the Walsh l carpenter yard. Here the carpenters preassemble the formwork into " gang" forms which are set into place by crane. These forms are built to the configuration shown on the Bechtel forming drawings. The carpenters prepare a sketch for each pour that directs the location of each " gang" panel and identifies the requirements for field built fillers. P,reviously used forms are cleaned and recoated with a form release agent before assembly. Walls not readily accessible for inspection from the inside (usually at least 2 ft wide) are formed on one side of the wall with hand set panels (as compared to gang forms). These panels are normally 2 ft x4 ft and a,re easily handled by manual methods. Stiffbacks and walers (horizontal and vertical braces) are not installed on these panels until they are erected in the field. When ready to begin the installation of formwork, Walsh notifies the GPC coordinator assigned responsibility for that area. The coordinator directs the survey group to establish the necessary l control lines used by the carpenters to establish a shoe plate, generally a 2 by 4 with the inside edge on the wall line, on h which the formwork will sit (Figure 4.4-2). This shoe plate is checked for location by the survey group. Any problem detected at this stage, such as reinforcing steel dowels out of location or existing concrete out of location, is documented on a Deviation Report and forwarded to GPC construction engineering for resolution. Once the boundaries of the pour are established, the construction joint is prepared for the next placement. Construction joints are normally prepared by a light bush hammering at this time unless they have been previously prepared while the existing placement was green (i.e., has not reached final set). The bush 4.4-2
hammering is done to lightly roughen the surface and remove all O unsound material. Bush hammering may be done anytime after a placement is cured but prior to the placement of adjacent concrete. On placements with a large joint area where water will not cause () a problem, the joint is prepared immediately after concrete placement by " green cutting" which is the removal of a thin layer of cement paste by washing with an air and water mixture. The preparation begins with the spraying of a set retarder on the joint after finishing. Green cutting is started 4 to 12 hours later. O Joints may also be prepared by sandblasting or hydroblasting. I The contractor may elect to have the joints inspected before forms are erected if accessibility will be limited at the final inspection. After the construction joint is prepared, the contractor installs the reinforcing steel and embedded items. Walsh installs reinforcing steel as noted in section 4.4.3, and installs embed plates, and pipe sleeves. Cleveland Electric installs hanger components (including Unistrut), as discussed in Module 17 and embedded conduit, as discussed in Module 8. Pullman Power Products installs drains and miscellaneous O mechanical piping in a placement as discussed in Module 4. To ensure that no forms are erected which would prevent inspection of reinforcing steel and embeds, the project employs a release system as outlined in procedure CD-T-06 and procedur'e CD-T-07 (the reinforcing steel and embed installation procedures, respectively). When the placement of rebar is complete, Walsh sends a Rebar Release Form (exhibit 06 of CD-T-06) for each to GPC Civil QC, through the area CPC coordinator, for approval. This Rebar Release Form (release) ir. forms GPC QC that the work is ready for inspection. If a wall is 3 feet thick or greater and can be inspected after the forms are set, a release is not required. Forms may be set on one face of the wall only without a release if the wall is less than 3 feet thick. When GPC QC inspects the wall, they generate a list (punchlist) of all () omitted items or items in need of adjustment. The releases are returned to Walsh through the GPC coordinator either signed, meaning all work is acceptable, or unsigned with a punchlist of discrepancies attached. The contractor may correct the ; discrepancies immediately and resubmit the release or proceed with the intent to correct at a later time. In either case all O punchlist items must be signed off corrected by GPC QC prior to final acceptance of the placement. Once the release requirement is satisfied, formwork installation continues. Panel assemblies from the carpenter yard are brought to the work area by truck and hoisted into position by crane. , These panel assemblies are temporarily tied off until permanent 4.4-3
bracing is installed. Part of the bracing scheme includes angled braces (kickers) which extend from about 3/4 of the wall height to the floor. Kickers are attached to the existing concrete with temporary expansion anchors. When one side of a wall is set, as previously described in this section, the other side is either set in the same manner or formed using hand-set panels. ' Where form cavities are thin or congested, hand-set panels are installed to allow craft and GPC QC personnel access. When hand-set panels are used, embeds are attached to the panel and . l location is checked by Survey as each section (or lift) of panels is erected. The hand-set panel has been modified to allow the use of h plexiglass in place of formboard. These panels may be used on the entire face of a wall or spaced strategically so that the placing crew and the inspector can see adequate consolidation has been obtained. The panels, when used, are placed in areas of congestion, under blockouts, or in any area where proper consolidation may be difficult. Two additional forming techniques ensure proper consolidation under large blockouts. Vibration holes are cut in the bottom of the blockout so vibrators can be inserted vertically into the concrete. These holes also provide a vent for any air entrapped below the blockout. The second technique is the use of pourboxes which allows concrete to be placed through the side of the forms and enables concrete to be placed directly below blockouts and in areas of congestion. The Walsh superintendent and a GPC QC inspector usually confer as to where the concrete pourboxes need to be located. Once the second face of the forms is installed, the final bracing operation begins. Ties are installed through the walls to withstand the lateral pressures of the wet concrete. On walls which form seismic gaps between buildings, the normal form tie is replaced by a rigid foam material that is cut into small blocks and wrapped in plastic to form the gap. Since bolts cannot be installed in this foam, the inside form must be braced against the floor or another wall by means of a kicker system. After the concrete is placed, the foam is removed with hooks. P Slab forms are generally held in place by bolts attached to an anchor point in the placement. Vertical construction joints are normally formed using an expanded wire mesh that produces a rough joint requiring little or no preparation. The wire mesh is left in place in all areas except the containment. Vertical joints formed by other methoda require a light bush hammering. O 4.4-4
A waterstop is installed in exterior walls exposed to ground g( g/ water. Waterstops are installed to prevent moisture from migrating, along construction joints, into the building. The j location of required waterstops and waterproofing details are l shown on the V094 series drawings. Waterstops are embedded in l each of the adjacent pours. The minimum embedment depth for each size waterstop is given in X2AP01 C3.2.5.0. For the waterstop to be effective, it must be continuous and free of i() defects and punctures. It must also be installed so that it is clear of reinforcing steel or other embedded items. When the alignment of the forms is complete, the GPC surveyor checks the formwork to the tolerances found in specification X2AP01 C.3.2.5.B, provides finish grade marks, and works with l() the carpenters to set the required grade on embeds and screeds l in slab placements. After the satisfactory completion of the survey, the surveyor signs the pour card. j Concrete which has backfill placed against it is waterproofed. l Procedure CD-T-17 and specification X2AP01 C6.1 govern f l waterproofing. Vandex and Bituthene are two waterproofing ! materials approved for use at Plant Vogtle. Vandex is applied to the working mat prior to placing concrete on the base slabs while Bituthene is applied to exterior walls. 4.4.2 REINFORCING STEEL FABRICATION O This section describes the onsite fabrication of reinforcing steel by Walsh Construction Company and the offsite fabrication of reinforcing steel by Florida Steel Corporation. Reinforcing steel is fabricated in accordance with the following specifications, procedures and codes. Fabricating is defined as the bending and cuttino of stock-length reinforcing steel to conform to dimensions and types of bends listed on Bechtel bar l lists referenced on Bechtel design drawings. l e Specification X2AF01 - Furnishing, Detailing, Fabricating, and Delivery of Reinforcing Steel e Bechtel Design Drawings, and Bar Lists e ACI 315 Manual of Standard Practice for Detailing Reinforced Concrete Structures e ACI 318 Building Code Requirements for Reinforced Concrete 7- ' k_/ e Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practices Reinforcing steel is fabricated in accordance with ACI 315. Fabrication tolerances are in accordance with CRSI Manual of O 4.4-5
Standard Practices guidelines for No. 3 through No. 11 bars. Fabrication tolerances for No. 14 and No. 18 bar are in f accordance with drawing AB94D001 and Bechtel's bar list. The following paragraphs describe the onsite fabrication process. Upon receipt, the GPC civil QC inspects the reinforcing steel for acceptance as described in Section 4.5.7 of this module. After release by CQC, the reinforcing steel is turned over to Walsh Construction Company who either stores it in one of the designated laydown areas or forwards it for fabrication and installation. The on-site fabrication process is controlled by a Georgia Power Release (GPR) initiated by Walsh. Each GPR is assigned a sequential number and is logged. GPR numbers reference release numbers from design drawings which reference a particular bar list. From this Bechtel Bar List the dimensions, size, and type bends of the reinforcement are obtained. The GPR is sent to the Walsh ironworker yard superintendent, who takes from stock-length bars, the needed size and length designated on the bar list and GPR. Reinforcing steel is fabricated on site with the aid of a computerized Arnold #18 Rebar Bender, one hydraulic Wallace Rebar Bender, and an Arnold A2200 Heavy Duty Mechanical Shear. Once the stock length bars are fabricated, a copy of the GPR is sent to Georgia Power Civil Engineering Field Office for tracking quantities and another is sent to Walsh so that the log may be closed on that particular GPR. Since the GPR program is an on-going process, it is monitored daily by the COC Rebar Section. This inspection is performed and documented to ensure that reinforcing steel fabricated on site is in compliance to CRSI and Bechtel Bar List requirements. Refer to section 4.5.7 for a more detailed explanation of this aspect of inspection. Upon completion of the onsite fabrication process, the reinforcing steel fabricated on site is identified with an ID tag bearing the size, length or mark number, as applicable. 4.4.3 REINFORCING STEEL INSTALLATION Walsh Construction Company is the contractor responsible for the installation of reinforcing steel in Category 1 structures. The reinforcing steel is installed in accordance with Bechtel placement drawings; GPC procedure CD-T-06, Rebar and Cadweld Quality Control-Section V.C, Placement and Inspection of Reinforcing Steel; and construction specification X2AP01 C3.4, Placing Rei.iforcing Steel - Section 6, Field Operations for Placement, Splicing, and Field Bending. The following list of codes applies to the installation of reinforcing steel. 4.4-6 i
e ACI 315 Manual of Standard Practice for Detailing g Reinforced Concrete Structures e AC1 318 Building Code Requirements for Reinforced Concrete f e CRSI Concrete Reinforcing Steel Institute Manual of Standard Practice ( GPC procedure CD-T-02, Concrete Quality Control, was used as a reference for acceptance and rejection criteria until January 1979, when CD-T-06 was implemented.
'() After a particular placement has been scheduled, the craft superintendent (reinforcing steel) receives directives from the Walsh area superintendent to start the reinforcing steel installation.
Initially, control lines are established by the GPC surveyors. After these lines are established, the installation process begins. Reinforcing steel from the yard is rigged into the placement with a crane. The foreman starts the placing of reinforcing steel using design drawings that the general foremen acquired from the craft superintendent (reinforcing steel). During reinforcing steel installation, the Coordination Group interfaces with the mechanical contractor regarding drain and f process line installation and with the electrical contractor for ( ')' conduit and grounding cable installed between mats or wall curtains. The ironworkers erect templates that aid in the support of reinforcing steel mats, wall qurtains, and columns until concrete is placed. In addition to supporting the main steel, these templates help to maintain the location tolerances of reinforcing steel. Main steel is defined as the horizontal.and vertical reinforcing steel which form the basic configuration excluding shear bars, trim bars, dowels, and other miscellaneous support steel. (/~j) Main steel is continuous length bars (one piece or cadwelded) installed in placements, with the knowledge that block-outs and openings for penetrations may need to be cut accordingly. Reinforcing steel installed in this manner may be previously assembled in the laydown area using appropriate placement drawings. When this " curtain" is set in place it is necessary to ensure the vertical bars are lap spliced to their [)
\ corresponding dowels. The lap splice lengths are either shown on the placement drawing or obtained from the schedule lap splice drawing, AX2D94V020.
Once the main steel has been installed, the GPC surveyors locate
/ the penetrations and block-outs on the walls and slabs per 4.4-7
design drawings so that ironworkers will know which bars to cut and trim, field bend, or relocate. The ironworkers install wall dowels, and trim steel around penetrations and block-outs, within the tolerances and limitations set forth by placement drawings, typical details as approved by project design engineering, and procedure CD-T-06 sections V.C.5a, b, and section V.C.12a through k. This may involve moving, bending, or cutting and trimming the bar. f The ironworkers often aid in the crection of templates for the installation of pipesleeves, conduits, and HVAC. This involves clamping or bracing items to the main steel and cutting the steel so that items can be installed as called for on the design forming drawings. During erection, it may be necessary to field bend reinforcing steel to aid in the installation of items that are to be embedded. This field bending involves reinforcing steel that has previously been embedded in, and projects from, existing concrete. Field bending reinforcing steel is subjec' to the limitations set forth in CD-T-06 section V.C.5.b.2 and section V.C lla through k. Construction specification X2AP01 C3.4 references AWS D12.1 for welding reinforc ing steel. Site procedure CD-T-06 limits welding on reinforcing steel unless called for on design drawings; however, no welding has yet been required by the drawings. Construction aids are welded and fabricated out of g reinforcing steel. In isolated cases the nonstructural extension of main steel has been used as a construction aid. Welding was permitted on such extensions by Bechtel Engineering. Examples of this occurred during the erection and installation of reinforcing columns on "D" level of the auxiliary building and on columns in the fuel handling building. The welding performed on the main steel (verticals) was below the development length of the bar. The weld connected the vertical steel to horizontal construction aids to form a cage to support the verticals, due to the lengths and congestion of the bars involved (Figure 4.4-3). After the installation of the reinforcing steel is complete, the Walsh craft superintendent (reinforcing steel) informs Walsh rebar engineering that the contractor's verification may be made lh per CD-T-06 V.C.3. A reinforcing steel release, (exhibit 08 of CD-T-06, Rev. 8) is submitted to the CQC rebar section through GPC coordination. A more detailed explanation concerning the release program is given in section 4.4.1. If the release is returned unsigned with a punchlist of discrepancies the Walsh h rebar initiates rework in accordance with applicable procedures. Prior to placing concrete, the placement is inspected for loose bars and missing shear ties that have been removed for access to O 4.4-8
a _ _: , , - - - - - - , ----, i l \ i l l install embedded items. Ironworkers then correct noted j lg discrepancies. ! Once the placement of all reinforcing steel has been verified by a Walsh engineer, he signs the concrete pour card as the i Contractor's Representative. Signing usually occurs on the day l the concrete is to be placed. In a similar manner, the CQC i I)
\'
inspector performs his final inspection to ensure that the l contractor has installed the reinforcing steel in accordance with the construction specifications, site procedures, and design drawings. After he is satisfied with the installation he signs the pour card as the Georgia Power Company Representative l indicating acceptance of the placement. i 4.4.4 REINFORCING STEEL SPLICING (CADWELD INSTALLATION) l The Erico Products, Inc. cadweld splicing process is the accepted method of mechanically splicing reinforcing steel in Category 1 concrete structures. Walsh Construction Company installs cadwelds in accordance with the governing procedure, specification, code, manufacturer's recommended practices, and Bechtel design drawings. The Georgia Power Company (GPC) site procedure CD-T-06 governs Rebar and Cadweld Quality Control. Section V.D of this () procedure describes the requirements for the qua'lification of cadweld operators; issuance of cadweld sleeves, powder, and material other than powder and sleeves; the splicing operation; ! and cadweld repair. The following codes, standards, specification, and manufacturer's catalog govern the cadweld operation: , X2APO1 C3.5 Mechanical Splicing of Reinforcing Bars Erico Products, Inc. RB10M974 Cadweld Splicing RB5M274 Rebar Splicing (Inspection of the ( Cadweld Rebar Splice) 15MOC178 Catalog Addenda (contains NRC Interpretation of Regulatory Guide 1.10) l O ASTM A615 Deformed and Plain Billet Steel Bars for Concrete Reinforcement O 4.4-9
ANSI N45.2.5 Supplementary Quality Assurance Requirements for Installation, Inspection, and Testing of Structural Concrete, Structural Steel, Soils, and Foundations During the Construction Pha se o f Nuclear Power Plant. Regulatory Guide Mechanical (Cadweld) splices in O 1.10 Reinforcing Bars of Category 1 Concrete Structures Before a Walsh ironworker can cadweld, he must be qualified in accordance with site procedure CD-T~06 section V.D.2, Qualification of Cadweld Splicers. Refer to section 4.3.3.5 for lh details on' qualification of cadweld splicers. The GPC Civil QC receipt inspectors ensure cadweld sleeves and powder are stored properly and that material is not issued until a Documentation Acceptance Report (DAR) program number is assigned. Section 4.2.3 provides a detailed explanation of the DAR. The installation process is started with release of cadweld sleeves and powder to the craft by GPC Civil QC receipt inspectors. The craft store and maintain the cadweld sleeves and powder in weatherproof boxes, portable storage buildings, or enclosed trailers. This material is stored and maintained in compliance with site procedure CD-T-06 sections V.D.3.a and lh V.D.4.a. These storage areas are controlled by Walsh and locked when not in use. GPC Civil QC must be notified before the cadwelding process begins. The initial step in the cadwelding process is to cut the bar ends to be cadwelded to a planeness within 1/8-inch of square and remove the slag. The bar ends are then heated with a soot-free torch to remove any moisture and cleaned with a wire brush. Reference marks are added 12 inches from the bar ends. If it is not possible to apply 12-inch marks, p'rocedure CD-T-06, section V.D.6.g allows the cadweld operator to mark both bars at equal distances from the ends. The cadweld sleeve is then checked by the operator for cleanness and is heated to remove h moisture. The GPC Civil QC (CQC) cadweld inspector then inspects the sleeve and bar ends for proper preparation prior to the sleeve being placed on the bar. (During 1981 and 1982 inspection of end preparation and fit up was at random by the QC inspector.) The next step in the installation process is to set the sleeve O and the equipment for the shot (ignition). The graphite equipment used (e.g., pouring basin, crucible) is also cleaned and heated to remove moisture. This is done daily when in use and prior to reuse. O 4.4-10
-_ = - .- - - .. . - - .
I l l After COC accepts the equipment mounted on the sleeve, the i O operator checks the splice prior to casting to see if the setup is cool to the touch. If the splice has cooled, the operator l i reheats the entire area to ensure the absence of moisture. The removal of moisture prior to casting is related to both quality ; and personal safety. , () When QC accepts the final preparations of sleeve and crucible, the filler material is placed in~the crucible and shot in the presence of the inspector. , The "B" series cadweld splice operation is performed in much the , same manner as that of a "T" series. The' differences being that l () the B series sleeve is welded by.the shielded' metal arc welding (SMAW) process to a structural shape (i.e., beam,. thickened l J liner plate, or plate). This type cadweld joins the reinforcing bars to structural members. The majority of "B" series cadweld sleeves have already been welded to their structural members prior to arriving on site. There are a few instances when the design drawings require a "B" series cadweld sleeve be field welded (SMAW) to:its structural component and spliced at a later date. Site welding procedure specification WPS - 137 governs the process of welding the cadweld sleeve to the structural shape. The Anchor End "T" series cadweld splice is performed on , continuous bars. There is no actual joining of bars in this l O process. The bar is cleaned, installed, and shot as previously described. i It is the operator's responsibility to stencil (stamp) the cadweld he has prepared, set up, and shot. After the operator stencils the cadweld, the COC inspector visually inspects the cadweld to criteria prescribed in procedure CD-T-06 and ANSI N45.2.5-1978, section 6.12.1. Refer to section 4.5.8 for details. If the splice is rejected, the sleeve and filler are cut out; the replacement shot or shots are made in the same manner and sequence as before. This replacement procedure applies to "T" series production splices and Anchor End "T" series cadweld O splices. The "B" series repair is different in that the cadweld is not cut out. Instead, a new "B" series sleeve with a J-groove weld preparation is placed over the existing bar on top of the existing splice and welded using the shielded metal arc () process. Unused sleeves and powder are returned to the storage areas at the end of each shift. Sleeves are rewrapped prior to storage. Because the walls of the containment building require multiple (} shift work to place reinforcing steel, cadweld sleeves that are 4.4-11
i 1 l l properly located with both reinforcing bars inserted may be left in place in the containment building for a maximum of 12 hours following the end of a shift. Procedure CD-T-06, sections V.D.3 lh and V.D.4 require the operator to re-clean and reheat those sleeves prior to restarting the cadweld activity. Prior to placing of concrete, a Walsh engineer signs and dates the concrete pour card as the Contractor Representative for cadwelds, thereby indicating his acceptance of cadwelds in that placement. A GPC Civil QC rebar/cadweld inspector (Level II) signs and dates the pour card as the Georgia Power Representative, thereby indicating his acceptance of cadwelds in that placement. For a detailed explanation of the cadweld inspector program and pour card sign off requirements, see section 4.5.8. 4.4.5 BATCHING This section covers work associated with batching raw materials to produce concrete at Plant Vogtle. e Field Procedure CD-T-02, Section IV, and Bechtel Specification X2AP01 C3.1 govern the work. e American Concrete Institute (ACI) Code 304 is the code document on which CD-T-02 was based. e ACI Codes 305 and 306 are used for hot and cold weather guidelines, respectively. e Batching operations meet the requirements of ASTM C-94, Sections 7 through 10. e Batch tickets meet the requirements of ASTM C-94, Section 15. Onsite concrete production equipment is operated and maintained by Fundamental Materials. Their responsibilities include: e Employment of operating personnel. e Releasing and scheduling the bulk materials purchased by Georgia Power Company to satisfy the Walsh work Oi schedule. ) e Off-loading of sand and stone. e Maintaining the aggregate stockpiles. e Batching of concrete. O 4.4-12 I
._ __...._.__~. .. _ . _ . _ ___ _ _ _ _ _ _ _ _ _ _ .
t l 3 o Performing maintenance and routine repairs of the 4 batching facilities.
- 6 Requesting semi-annual mixer uniformity tests (ASTM
] C-94) from Soil and Material Engineering, Inc. and scale ! calibration from Augusta Scale Company, and documenting l the results for GPC. J : l The site has two batch plants, each capable of producing 250 cubic yards of. concrete per hour. The plants operate
- independently of one another with each plant having its own i aggregate stockpiles, ice plant, and equipment necessary to
- f produce quality concrete. Each plant is certified to the National Readi-mix Concrete Association (NRMCA) specificatis,ns j
every other year.
~
i The mix designs are calculated by Soil and Material Engineering, l j Inc., to Bechtel spncification X2AP01 C3.6. This specification j j requires the selectad proportion of concrete mix materials be !
- based on trail batch results, as outlined in ACI 211.1. A copy j of the mix design is sent to Fundamental Materials and to GPC g Quality Control (QC).
! The order for Fundamental to batch concrete comes in two ways.
. The placement inspector notifies the batch plant inspector of j placement release, mix required, .and placement size so , 5 temperature requirements can be met. When Walsh is ready for l i the concrete, they notify the batch plant operator to begin j batching and to batch a load at a certain interval or to wait j for the field to release each load. ! The batch plant inspector walks down the plant with a batch j plant inspection checklist to determine that it is clean and in 1 working order. He calculates adjustments to the mix design
- based on results of aggregate moisture samples which are taken at the start of each day. The inspector determines the high and
< low limits of each ingredient based on tolerances given in , i procedure CD-T-02. The batch plant QC inspector's approval is i required to begin batching. The batch plant operator enters the j moisture measurements into the computer where the mix dec Jns ] are stored and uses these values to calculate the desired 1- weights for each ingredient. The computer then controls the i weighing of each ingredient. The batch plant computer values for each mix ingredient are l compared with the weights calculated by QC to verify computer operation. During production, QC verifies the mix quantities on 1 O each batch ticket and signs the ticket. Refer to section 4.5.1 for details on the handling and verification of batch tickets. l When the initial load for a placement is mixed, the batch plant operator waits until the test results are received before mixing another load. Adjustments are made for temperature, slump, and air entrainment. ( 4.4-13
e Performing maintenance and routine repairs of the batching facilities. e Requesting semi-annual mixer uniformity tests (ASTM C-94) from Soil and Material Engineering, Inc. and scale calibration from Augusta Scale Company, and documenting the results for GPC. (-s The site has two batch plants, each capable of producing 250 cubic yards of concrete per hour. The plants operate independently of one another with each plant having its own aggregate stockpiles, ice plant, and equipment necessary to
,e s produce quality concrete. Each plant is certified to the g National Readi-mix Concrete Association (NRMCA) specifications every other year.
The mix designs are calculated by Soil and Material Engineering, Inc., to Bechtel specification X2AP01 C3.6. This specification requires the selected proportion of concrete mix materials be based on trail batch results, as outlined in ACI 211.1. A copy of the mix design is sent to Fundamental Materials and to GPC Quality Control (OC). The order for Fundamental to batch concrete comes in two ways. The placement inspector notifies the batch plant inspector of placement release, mix required, and placement size so f- temperature requirements can be met. When Walsh is ready for (3) the concrete, they notify the batch plant operator to begin batching and to batch a load at a certain interval or to wait for the field to release each load. The batch plant inspector walks down the plant with a batch plant inspection checklist to determine that it is clean and in working order. He calculates adjustments to the mix design based on results of aggregate moisture samples which are taken at the start of each day. The inspector determines the high and low limits of each ingredient based on tolerances given in procedure CD-T-02. The batch plant QC inspector's approval is required to begin batching. The batch plant operator enters the ] moisture measurements into the computer where the mix designs l g-- are stored and uses these values to calculate the desired i weights for each ingredient. The computer then controls the weighing of each ingredient.
)
The batch plant computer values for each mix ingredient are compared with the weights calculated by QC to verify computer operation. During production, QC verifies the mix quantities on
) each batch ticket and signs the ticket. Refer to section 4.5.1 I for details on the handling and verification of batch tickets. !
I When the initial load for a placement is mixed, the batch plant l operator waits until the test results are received before mixing another load. Adjustments are made for temperature, slump, and (,,) air entrainment. 4.4-13 l
During the day a second moisture check is taken; the mix is adjusted to reflect changes in moisture content. The plant h inspector can require additional moisture measurements if conditions warrant. 1 All concrete is batched as near 50*F as possible but not over l 80*F during hot weather. During cold weather the size of the l pour governs the temperature requirements. The smaller the h placement, the warmer the concrete must be. The ranges are: Least Dimension (inches) Temperature (*F) Less than 12 55-75 12 but less than 36 50-75 36 but less than 72 45-65 over 72 40-65 The computer controls all weighing operations. Once items are l weighed, the ingredients are discharged into the mixer. The sand, stone, and ice enter the mixer by conveyor belt. Water, cement, flyash, and admixtures enter the mixer directly from pipes. The ingredients are mixed for a minimum of 60 seconds. This time was verified to be adequate by the ASTM C-94 mixer uniformity tests. Once the mixing is complete, the concrete is discharged into a truck. Plant Vogtle also has concrete mix designs containing a h superplasticizing agent (Melment L10A). Superplasticized concrete was used in the placement of thin, heavily reinforced sections. Prior to August 1980 Walsh Construction Company was responsible for the operation of the batch plant. Material was ordered l through the Civil Engineering Section. The quality control l function at the batch plant was the same as it is now. Walsh l employed some of the same experienced operators which Fundamental now employs and furnished the supervision for the plant operation. 4.4.6 PREPLACEMENT, PLACEMENT, AND POSTPLACEMENT ACTIVITIES h l j This section covers preplacement, placement, and postplacement activities. Walsh Construction Company is responsible for work described in this section. GPC field procedure CD-T-02 and Bechtel specification X2AP01 C3.2 govern the work described here and are based on the following codes: ACI 318, Building Coder 304, Measuring, Mixing, Transporting, and Placing of Concrete; l and 309, Consolidation of Concrete. Regulatory Guide 1.55 requirements are also incorporated into the specification and procedure. O 4.4-14
l l 4.4.6.1 Preplacement l O~ Preplacement activities include the setup of the placement j (i.e., running pumplines, obtaining pour buckets, etc.,) and the l cleaning of the placement. The Walsh area superintendent notifies the concrete foreman that I() the placement is ready to be set up. The Walsh concrete foreman supervises installation of the pumpline. A pumpline is run in a direct line from the forms to the outside of the building. i Turns and elbows are minimized since they create resistance to , pumping. Carpenters brace and block the line at turns to l prevent line movement which could cause line separation. ,() Placement valves and break points are installed to limit the concrete to a flow of 5 ft in any direction. The pipeline is j fitted with flexible drop chutes to limit concrete freefall to 6 l ft. Tremies are used to fill pourboxes on the side of the form j when needed. The tremie is a minimum of 6 inches in diameter l for both 3/4 inch and 3/8 inch maximum size aggregate which i meets the size requirement of ACI-318. When a bucket is to be used, the setup may involve only a hopper and tremie. l The contractor provides weather protection when needed. A wall l placement is covered with a plastic roof to protect the top of l the pour. A portable metal shed covers the pump to protect the hopper. During winter, the plastic cover is extended to the base of the forms to maintain pour heat. When these preparations are complete, Walsh begins the final cleanout. This cleanout is normally accomplished with compressed air blowing trash and dirt out through cleanout ports in the bottom of the forms. A construction joint previously prepared as described in section 4.4.1 may require washing to remove detrimental material. When the cleanout is complete, the Walsh superintendent signs the " cleanout before placement" block on the pour card. The GPC coordinator then notifies COC that the placement is ready for a final inspection. The inspector completes the final inspection in accordance with section 4.5 j and signs the pour card indicating the placement is ready. If i the placement is not started within 24 hours of a signc fi, the cleanout must be rechecked. Before the concrete is placed, vertical construction joints are kept wet for 4 hours prior to placement. The GPC coordinator is responsible for verifying and noting the wetdown time on the ; pour card. After all blocks on the pour card are signed, the area engineer ensures outstanding Deviation Reports (DR) and () Field Change Requests (FCR) are addressed and gives final approval for the placement. O 4.4-15
4.4.6.2 Placement The placement inspector to releases the concrete for batching O after the area engineer signs the pour card, the testing station is in place, and inspectors are available to man the pour. The placement inspector notifies the batch plant inspector to release the placement for batching as described in section 4.4.5. lh Batched concrete is transferred to trucks for delivery to the placement. Vogtle uses nonmixing trucks that have hydraulic dumps. Each truck is equipped with a revolving paddle to aid in discharge of concrete from the truck. Removeable covers can be attached to the truck for rain protection. Trucks must stop at the placement QC testing station where the concrete is randomly checked for slump, air entrainment, and temperature. The first truck load is tested and the results govern mix adjustment and plant release. When the mix is determined to be satisfactory, the grout for horizontal construction joints is ordered. Grout is used to lubricate the pumpline and cover the horizontal construction joint. Excess grout in the pumpline is pumped into a container and discarded. Quality Control takes at least one sample of grout per mix a day for compressive strength tests. After pump lines are coated with grout, the placement is started. Enough concrete is kept in the pump hopper to avoid trapping air in the pumpline. The Walsh superintendent specifies the number of trucks to be used for placement. A returning truck is the signal to the batch plant operator to mix another load unless otherwise notified. Alternatively, the superintendent may notify the batph plant operator that each truck will be ordered and released as needed. If trucks cannot be unloaded within 1 1/2 hours of batching, the concrete must pass additional slump, air, and temperature testing as specified by ASTM C-94 for mixer trucks. Water is not added to a mix after it leaves the batch plant. Each truck is inspected and batch tickets are processed by QC as detailed in section 4.5.3. Placement work is directed by the Walsh general foreman. The QC inspectors ensure placement inspection procedures are h implemented. The concrete is consolidated most often by using electric vibrators. The vibrators are normally 2 1/2 inches in diameter but 3-inch-diameter and " pencil type" vibrators are also used. Pencil vibrators are used around areas of extreme congestion to ensure proper consolidatic . Air driven vibrators have been , used. Techniques of ACI Code 309, chapter 7, govern the work. ' I procedure CD-T-02, section VI.E.7, also provides spacing and insertion guidelines for vibrators. It also specifies the audial and visual signs that denote proper concrete , consolidation. l 4.4-16 I 1
i Procedure CD-T-02, section VI.H, gives direction for the O handling of cold joints. If the QC inspector determines a cold joint has occurred, he notifies the GPC area eagineer who determines the boundaries of the pour termination. Cold joints are documented on Deviation Reports (DRs). Cold joints are prepared for further placement in accordance O with the disposition on the DR. 4.4.6.3 Postplacement Activities l () 4.4.6.3.1 Finishing Concrete is finished in accordance with procedure CD-T-02, section VI.F, drawing AX2D94V019, and the various finish schedules for each building. The most common finishes for interior slabs are steel trowel and bristle brush. Outside slabs most often receive wood float finishes. The concrete finishers slope the concrete to the drains. The specified level tolerance is 1/4 inch in 10 feet. Dusting of the surface with cement to absorb free water is not allowed. Procedure CD-T-02, section VI.F, gives the requirements for each type of finish applied. The GPC QC inspector verifies on the concrete post placement inspection report that Walsh has applied the correct finish. 4.4.6.3.2 Form Removal A formwork release request is signed by GPC QC personnel and the GPC Civil area engineer prior to form stripping. Procedure CD-T-02, section VII.A, and Bechtel specification X2AP01 C3.2.5.A.5 govern the form removal requirements. During hot weather the forms are removed as soon as possible to aid in heat control and to allow curing to begin. Procedure CD-T-02, revision 14 requires the forms to be loosened or removed within 36 hours of placement. Shoring is removed when ! cylinder break test results verify that 80 percent of the design j O strength has been attained. During cold weather the forms are left in place during curing to aid in temperature maintenance. Shoring must be left in place for 28 days during cold weather. ! 4.4.6.3.3 Curing Curing operations begin when the placement and finishing operations are complete. The curing program ensures favorable moisture conditions and temperatures for strength development (} are maintained over the early life of the concrete. Curing 4.4-17 )
1 practices are governed by procedure CD-T-02, section VII.B, and l Bechtel specification X2AP01 C3.2.5.K. The following codes were used for procedure development and as reference guides: lh j i ACI 308, Curing of Concrete; ACI 305, Hot Weather Concreting; and ACI 306, Cold Weather Concreting. These codes are also invoked by specification X2AP01. Two methods of curing predominate at Vogtle; the water curing processes and the liquid curing compound process. Water curing is done when the placement is greater than 3 feet thick and the air temperature is above 50*F. On sections 3 feet thick and l less, the liquid curing compound process (normally Symon's ; Cure-N-Seal) may be used. Sections may also be water cured at Walsh's option. Water curing lasts a minimum of 7 days. During cold weather, measures are taken to maintain the concrete within 10*F of the placing temperature. This is done by building a cover over the pours and heating or by laying insulating blankets on the fresh concrete. Forms may be left in place during cold weather curing to prevent drying. After 3 days, the temperature is allowed to gradually return to the ambient condition. These-cold weather practices are based on ACI 306. The GPC civil project section supervisor specifies, in writing, when the seasonal switch is to be made from cold weather concreting to hot weather concreting or vice versa. Walsh trains responsible personnel at each seasonal transition. Placements in the containment building are water cured. 4.4.6.3.4 Concrete Repair Repair work is governed by procedure CD-T-02 section VII.C, and Bechtel specification X2AP01 C3.2.5.M. 4.4.7 CORE DRILLING This section describes the work processes of core drilling. Site procedure GD-T-12 governs core drilling operations. Bechtel construction specification X2AP01 C3.2 subsection 5.0, Drilling of Holes in Concrete, provides the requirements for core drilling. Drawing series referenced in procedure GD-T-12 are AX2D94V019, General Notes; AX2D94V005, Typical Pipe Sleeves Schedules and Details; AX2D94V008, Anchor Bolt Schedule and Details; AX2D94V006, Typical Insert Plates Schedules and Details. Core drilling is defined as the drilling of a penetration either completely or partially through a wall or slab. Cores drilled completaly penetrating a wall or slib are used for the installation of pipe sleeves, piping, conduit, or through bolts. Cores partially penetrating a wall or slab are used for installation of face-mounted plates, to anchor equipment with 4.4-18
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(- with drilled-in anchors, and for rebar embedment. Face-mounted (_j) plates are plates which are secured to the concrete surface with drilled-in anchors. Dixie Construction Products performs most of the core drilling; however, Walsh Construction Company, Ingalls Iron Works, Cleveland Consolidated, and Pullman Power Productc also perform the core drilling operations. Each of these contractors train Os its craft personnel in the operational processes of the equipment and the procedure requirements of procedure GD-T-12. section 4.3.3 defines the training program. A GPC core drill coordinator specifies, according to jurisdictional area, the contractor to perform core drills. ABC Cutting held the core drill contract prior to Dixie Construction Products. They were on site from March 1981 to August 1983. The need for the core drill is iaentified on either a Field Change Requect (FCR), a Drawing Change Notice (DCN), a design drawing, or a Deviation Report (DR). An approved Core Drilling Request (CDR), exhibit 02 of procedure GD-T-12, is required to begin drilling. Prior to the CDR being initiated, the core drill area is investigated to locate embedded items which might be disturbed during drilling. Several options may be utilized for this investigation. One is the use of an external rebar detection device operated by Georgia Power QC. Another is () drilling of 1/4 inch or 3/8 inch exploratory holes by craf t supplied by Walsh. Yet another is exposing the outside layer of rebar by chipping, which is also done by Walsh. The methods of investigation are outlined in procedure GD-T-12, section V.E.3.
.The CDR is initiated by the core drill engineer, a GPC civil area engineer, after receipt of the approved design document.
The CDR is routed to each discipline engineer for approvt.1 and returned to the core drill engineer. The core drill engineer forwards the CDR to the core drill coordinator who forwards a copy to the contractor. At this point the core drill coordinator notifies GPC Survey to establish the boundaries of the core drill. () When the preliminary investigation and required supportive documentation are approved, the contractor may drill the hole in compliance with approved design documents. If an embedded item is encountered, it may be cut only with design agency approval. To prevent damaging embedded items, a drill equipped with a () ground indicator box automatically stops when a metallic object is encountered. The ground indicator box is disconnected if the contractor has approval to cut specific embedded items. After completion of the core drill, the contractor completes the Core Drill As-Built Notice, exhibit 03 of procedure GD-T-12. The contractor then forwards the original As-Built Notice to the 4.4-19
core drill coordinator for attachment to the original CDR held by Coordination. At this time, the GPC core drill coordinator visually confirms that the work is complete, signs the CDR, and ensures that the item to be inserted into the core drill hole is installed only after GPC QC inspection of the core drill hole indicates acceptance. If the core drill is acceptable, the CDR is signed by QC. If there is cause for rejection, the deficiencies are reworked in accordance with procedure GD-T-12. Those deficiencies which cannot be reworked are identified by a lh DR. Once the DR is resolved, the CDR is accepted and signed by QC. After the CDR is signed by QC, the original is transmitted to the document review vault and copies are routed to the core drill engineer and core drill coordinator. The core drill engineer transmits a copy of the completed Core Drill As-Built Notice to Bechtel for evaluation. 4.4.8 CROUTING This section covers grouting of equipment, tanks, column base plates, reinforcing steel, rock bolts, and other opplications requiring grout. Construction joint grouting is discussed in subsection 4.4.6. Walsh finishers perform grouting work including surface preparation, nonshrink grout mixing, and grout placing. Carpenters are responsible for fabricating the grout forms. This work is performed in accordance with procedure CD-T-02, section VIII, Bechtel specification X2AP01 C3.2.5.N, and manufacturer's recommendations. Grout conforms to Corps of Engineers specification CRD-621-82A. Surface preparation is accomplished in the same manner as for construction joints discussed in section 4.4.1. The majority of this work is accomplished by light bush hammering. Prior to setting equipment, an Equipment Foundation Release is completed in accordance with procedure CD-T-02. The GPC area engineer originates this form and designates the type of finish for the equipment pad. The area engineer specifies roughening of the surface grouting equipment. The GPC QC inspector verifies that the surface is properly prepared and signs the release. This release is attached to the groot card before grouting begins. Areas to be grouted are kept damp for 8 hours prior to grouting or may be coated with an epoxy-resin concrete adhesive. Grouting operations are controlled by use of a grout pour card which is similar to the concrete pour card. When GPC QC inspections are complete and the grout card is signed, the area engineer signs the card and releases the work for grouting. 1 4.4-20
l i l The grout is mixed with clean water and poured through a fine I O mesh screen to remove lumps. A flow cone test is performed in accordance with Corps of Engineers Flow Cone Method (CRD-C611) to determine the fluidity of the grout unless it is to be used i on rebar dowels or similar items. A 20- to 30-second flow time l is acceptable. One set of cubes is made in the field each day I for each lot used when grouting rebar dowels or anchor bolts, () doing small concrete repairs, and repairing core drill holes. If other grouting is done, an additional set of cubes will be made for each lot each day. The cubes are cured and tested by GPC QC. Special mixing procedures apply during hot and cold weather. I) During the summer, chilled water is used to mix the grout and
\# metal surfaces are cooled with ice or chilled water. During the winter the grout is warmed before mixing, mixing water is heated, and metal surfaces are warmed.
Master Flow 713, grout produced by Master Builders, Inc., is now used for all grouting except rock bolts and items specially noted on design drawings. A 55-pound bag of grout is mixed with approximately 1.32 gallons of water to give the desired consistency. After the grout is mixed and tested, it is placed using Master Builders recommendations and is monitored by QC. Grout is worked with metal straps to remove air. After placing, grout is cured for 7 days by covering it with wet rags. Curing compound may be substituted for the water cure after 8 hours. () The grout must be kept above 45*F for 10 hours and kept from freezing thereafter. Each grout placement is monitored and documented on a concrete post placement inspection report as described in section 4.4.6. l l(:) i l I l 0016a 4.4-21
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i 4.5 INSPECTION AND TESTING j O This section contains descriptions of inspection processes and the sequence in which each is conducted. It includes the
- responsible inspection organizations and their interface activities; the applicable specifications, procedures, decign drawings, and codes which govern each inspection process; the O applicable reports used to document each inspection process and the file location.
- The applicable standards and regulatory guides referenced in 1 this section are used in the inspection process as references when clarification or additicnal detail is needed. The American i () Society of Testing and Material (ASTM) procedures are used to perform required tests and provide acceptance standards.
- The equipment used to perform tests referenced in this section r
is calibrated in accordance with the requirements of CD-A-04, Measuring and Test Equipment. The inspectors ensure that each Piece of equipment has a current calibration sticker prior to , use. l "For Information Only" drawings are used to note the status of the inspection and for additional information such as placement ] boundaries. These are copies of the latest drawing revision
- printed on pink paper to identify them as "information only."
The final inspection for acceptance is performed using O controlled drawings. During the inspection processes described in this section, the 1 inspector documents discrepancies either on a Deviation Report ! (DR) or on a punchlist. A punchlist is a list of discrepancies d noted during inspection which can be corrected without changing
- any design documents. A list of items which can be corrected is i incorporated into the procedures and is noted in this section
- for the applicable inspection process. Punchlists remain open until all items have been accepted by a QC inspector. If an item cannot be corrected without changing or clarifying a design document requirement, a DR is written as detailed in Appendix H.
4.5.1 BATCH PLANT TESTING AND INSPECTION 3 This section discusses the testing requirements for batch plant certification, mixer uniformity, and inspections performed during operations. Testing batch plant materials is covered in , section 4.5.5. Requirements for certification of plants to () National Ready Mix Concrete Association (NRMCA), scale calibration, and the mixer uniformity test are given in Bechtel specification X2AP01 C3.1, Furnishing Concrete. The batch plant civil quality control inspector is trained and certified in
- , accordance with section 4.3.4. His duties and responsibilities i
! are outlined in procedure CD-T-02, section IV. He is () responsible for inspecting the batch plant facilities and J
monitoring batching operations. A list of tests included procedure CD-T-02 is found in Table 4.5-1. h The batch plant must be certified to the above referenced standard and specification prior to production batching. The NRMCA certification is an independent review of the batching facility to determine that it is capable of producing quality concrete and was performed on the Erie Strayer and Nichols batch plants. The certification requires a checklist be completed by a registered professional engineer and specifies items which must be present to produce quality concrete. The certification is performed every 2 years. Specification X2AP01 C3.1 requires that scales and metering devices be calibrated every six months; however, site calibration procedures establish the frequency at 90 days. Fundamental Materials, Inc., is responsible for ensuring the calibration is performed and documented for this test. Augusta Scale Company calibrates the scales. Mixer uniformity is verified every six months by Soils and Materials Engineers, Inc. The central mixers are verified to determine that they provide a consistent mixture at the specified mixing time. Concrete is sampled and evaluated in accordance with the requirements of ASTM C-94. The mixer is evaluated by comparing a sample taken near the start of the discharge and another taken near the end. Prior to producing concrete, the batch plant inspector for each g shift conducts a walkdown inspection of the plant area and documents the results on the batch plant inspection checklist, exhibit 30 of CD-T-02, as follows: e Aggregate stockpiles free of contamination; e Cement and flyash storage bins closed; e Conveyor belts clean; e Material, chutes, and conveyors free of oil and grease; e Mixing drum, locating platforms, scale beams, etc. free of contamination; e All equipment operable; e Scales and dispensers show zero reading; e Required computer maintenance performed with
- satisfactory results.
l When the walkdown inspection is complete, the inspector notes on l the form the time the plant was ready for production. In addition, the batch plant inspector documents the following items before allowing batching to begin: 4.5-2 l
gs e Aggregates have been tested for moisture to establish i
\' initial conditions, ,
l e Computer parameters have been entered properly to show l the correct mix, moisture content, pour number, plant ] identification number, etc. ' (_) If concrete production is shifted from one plant to another during a shift, the second plant is also inspected before batching. If production is ongoing during a shift change, the inspector performs his walkdown inspection before relieving the working inspector. l
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(_) During concrete production, the concrete inspector monitors the batching operation for the current aggregate and sand moisture contents and batch size, calculates the required mix proportions and tolerance limits, and compares the calculated values to every batch ticket. If the concrete is acceptable, he signs the ticket and gives it to the truck driver who transfers it to the inspector logging trucks at the field testing station. If the concrete is not within specified tolerances, the inspector rejects the batch which is then sent to be wasted or to be used in some nonplant area such as dunnage logs or rebar bricks. The inspector notes the reason for rejection on the batch ticket. The inspector monitors the scales to ensure the return tare is 3 within the allowed tolerances. The batch plant inspector _) assures that moisture samples and gradation samples are taken as required. The gradation tests are run once daily if less than 200 cubic yards of concrete are produced, or twice daily if more than 200 cubic yards of concrete are produced. The batch plant inspector notifies lab personnel when production is beginning and when.the second gradation is required. The moisture contents are taken before production starts. If a containment shell placement is being made, the lab is notified of the need for a second moisture test. When the results of the test are received, they are reported to the batch plant operator who enters them into the computer. The inspector also modifies his inspection card with the new batching tolerances. The batch plant inspector may request a moisture test when field testing I A/
-) indicates a need.
The batch plant inspector also documents, on the batch plant inspection checklist, such incidentals as: e Starting and finishing time; () e Plant malfunctions; e Repairs and down time. The batch plant inspector responds to field testing results by gg working with the plant operator to adjust temperature, slump, and air entrainment to preclude field-rejected concrete. The (} 4.5-3
batch plant inspector ensures requirements for use of Melment are met; i.e., moisture content testing every 4 hours, predose slump of 4 1/2 inches or less on the initial load, injection of Melment only after initial mix completion, and use of only type A water-reducing agent. At the end of the shift, the batch plant inspector completes the Daily Production Report, exhibit 06 of procedure CD-T-02. This report notes which pours were batched, the mix used, the amount of rejected concrete, where the concrete was rejected (plant or field), which plant produced the concrete and it identifies the inspector. These records are forwarded to the document review vault for filing. O 4.5.2 PREPLACEMENT INSPECTION The Civil Quality Control inspector who conducts preplacement inspection is trained and certified as described in section 4.3.4. His duties are outlined in procedure CD-T-02, section VI. The preplacement inspection ranges from construction joint acceptance to cleanout before placement. Construction joints are normally inspected by a civil quality control inspector prior to the installation of reinforcing steel and forms. He notifies the area coordinator of additional work needed. Preliminary joint acceptance may be noted on the back of the pour card. The final acceptance is denoted by signing h the pour card in the designated block. During the erection of forms, where there are large blockouts and rebar congestions, a civil quality control inspector works with the Walsh Superintendent and GPC coordinator to ensure that necessary pour boxes are installed. The quality control (OC) inspector may request additional vibration ports as well as plexiglass panels. When the contractor signs the pour card, QC begins the preplacement final inspection. Civil Quality Control is responsible for the inspection and signoff of the following pour card items: waterstop, cleanout before placement, and construction joint. Civil QC is also responsible for foundation preparation, reinforci ng steel, cadweld, and embeds. Foundation preparation is signed by a civil-soils inspector when the placement is on backfill, by a civil-structural inspector when it is placed on Q-decking, or a civil concrete inspector when it is placed on a mudmat. Reinforcing steel and cadweld inspection are covered in sections 4.5.7 and 4.5.8. Embed inspection is addressed in Module 8. The Civil Concrete Quality Control lh inspector inspects the forms to ensure they are clean and tight and verifies that holes are patched. He inspects the waterstop for cleanness, continuity, proper embedment, punctures, and clearance from rebar. He ensures all reinforcing steel and other embedded items are properly secured to prevent movement 4.5-4
l (~ during placement. The inspector gives final approval of the
\ ccastruction joint and inspects the placement setup at this time. He ensures the following guidelines are followed:
l e Tremie is used to prevent vertical drops over 6 feet; e Valves and break points are spaced so that concrete l s_, movement is limited to 5 feet laterally; ( e Pumpline is set up to provide unrestricte d flow of ; concrete; I e Contractor has enough equipment on standby to ensure f-completion of the placement 1 e No aluminum conveying equipment is used. The final inspection is for placement cleanout. After work and l adjustment is complete, the inspector ensures that debris such l j as mud, sawdust, wire, and water have been removed and all rebar i and embed surfaces are cleaned of material which affects the bond. The preplacement inspection by concrete QC must be verified if the placement is not started within 24 hours of signoff. The placing of concrete can begin only after the engineer signs the pour card.
- - During preplacement inspection, the inspector notes lq discrepancies on a punchlist which is forwarded to the area coordinator for resolution. After the contractor has corrected the punchlist items, the QC inspector is notified to reinspect.
Items that cannot be corrected without changing design documents are noted on a Deviation Report. Pour card signoff signifies that the inspection is complete and accepted. The inspector also enters, below his signature, the Procedure number and the revision that governs the inspection. 4.5.3 PLACEMENT INSPECTION AND IN-PROCESS TESTING OF CONCRETE r~ This section discusses the field testing requirements and - (_j placement inspection criteria for fresh concrete. Bechtel specifications X2AP01 C3.2 and 3.6, and procedure CD-T-02, govern the placement and testing requirements. The Civil quality control inspectors for placement inspection
. r- are trained and certified in accordance with section 4.3.4.
!( Their duties are outlined in procedure CD-T-02, section VI. Placement inspectors are responsible for ensuring quality requirements for the placement are met from the time of signoff i until all placing operations are complete. Inspectors testing fresh concrete are trained and certified in accordance with section 4.3.4 of this Module. A list of tests is found in Table () 4.5-1. 4.5-5 l
l i The placement inspector notifies the batch plant inspector to release the concrete placement. He gives the batch plant inspector the mix specified on the pour card by the area engineer and gives placement dimensions so that the appropriate concrete temperature may be attained. Before placing begins, and when weather conditions so dictate, the temperature of the placement is verified. During cold h weather placement, the inspector ensures that the temperature of surfaces contacting concrete is at least 35* and rising. When necessary, the contractor heats the placement. During hot weather placement, the inspector ensures the temperature of surfaces contacting concrete does not exceed 120*. When necessary, the contractor sprays the placement with water before placing begins and continues as necessary until the placement is lh complete. The guides for determining hot weather conditions are in ACI 305 and guide for cold weather conditions are in ACI 306. The site civil project section supervisor specifies,.in writing, when to make the switch from cold weather concreting to hot weather concreting and vice versa. Placement inspection is conducted in two phases: testing fresh 2 concrete and witnessing its placement. When trucks arrive from the batch plant, the civil concrete inspector receives the batch ticket from the driver, checks the ticket for the proper pour number and mix, and ensures that the truck is bearing a card on its bumper that designates the proper concrete strength; e.g., 4000, 5000, 6000 psi. The inspector then logs the load on the Concrete Placement Pour Log (exhibit CD-T-02*21). Concrete is lh taken from the truck for testing. To ensure that this test sample is representative of the truck batch, the sample is taken from the truck after 1 to 2 cubic feet of concrete is dumped. The slump test is performed in accordance with ASTM C-143. The acceptance criteria are shown in specification X2AP01 C3.6, Table II. Desirable slump at the point of placement is 4 inches . with a plus 2-inch tolerance (2-inch inadvertency margin). I The air content test is performed in accordance with ASTM C-231 using a type B meter. Air content for 6000 psi concrete is a maximum of 4 percent. All other concrete should have 3 to 6 percent air content with an inadvertency tolerance of 1 1/2 h percent below and 1 percent above these limits. Melment concrete should range from 1 1/2 to 4 1/2 percent with an inadvertency allowance of 1 percent above the upper limit. These inadvertency allowances include the provision that prompt corrective action be taken to bring the air content within the optimum range. lh Temperature is checked to ensure that concrete does not become excessively hot because of hydration during hot weather or lack heat for strength development during cold weather. The required temperatures are: O 4.5-6
I j Section Hot Weather Cold Weather Less than 3 feet 85* F max 55 to 75' F , l 3 feet or greater 80* F max 45 to 65* F l The first truck for each placement has the slump, air entrainment, and temperature tests performed by the fresh concrete testing crew to ensure conformance to the requirements of procedure CD-T-02, section V.I.D. The fresh concrete testing inspector notifies the batch plant inspector of the results, f- approves the mix, and logs the results on the Concrete Pour (,)g Log. These three tests are performed for every 50 cubic yards of concrete placed and recorded on the Concrete Pour Log. If any test fails to meet the requirements of specification X24P01 l C3.6, the truck load is rejected, the reason for rejection noted on the Concrete Pour Log, and the batch plant inspector notified. After the required tests are performed, the fresh concrete testing inspector signs the batch ticket, notes the reason for rejection, and retains the ticket. If the tests indicate a need for mix adjustment, the inspector informs the batch plant inspector and tests subsequent batches to ensure the adjustments were effective in achieving the desired limits. The fresh concrete testing inspector visually inspects each ! truck load as it is being discharged. If the concrete appears O to be questionable, the inspector requires it to be tested. the concrete does not exceed the specified rejection limit for If slump by more than 3/4 inch, it may be held for 1 hour and retested. If the slump is then within the limit at this time, it is used; if not, it is rejected. The QC fresh testing inspector obtains and sends samples of concrete to the laboratory for the casting of cylinders and compression tests for every 100 cubic yards of concrete placed. Bechtel specification X2AP01 C3.6.4.H.5 requires sampling at the l point of pumpline discharge unless a correlation test is in ! effect. The fresh testing inspector performs concrete correlation tests on placements where pumplines are used. f-s Correlation tests measure physical changes that occur due to the
\ effects of pumping.
]
A correlation test is performed at the beginning of the placement so that the results of tests taken at the truck discharge and the results of tests taken at the pumpline discharges may be compared. Concrete normally loses slump and air content during pumping. The correlation test enables an appropriate adjustment of working and rejection limits. For example, a normal concrete mix may have a 4-inch working limit with a 6-inch rejection limit on slump, and a 3 to 6 percent working range on air content () with 1 1/2 and 7 percent rejection limits. If the correlation 4.5-7
l indicates a line loss of 1 inch of slump and 1/2 percent of air, the new limits at the truck sampling point would be: lh Slump 5-inch working limit 7-inch rejection Air Content 3 1/2 to 6 1/ 2 2 and 7 percent percent working range rejection limits O The correlation results must be verified for every 200 cubic yards of concrete placed. If the original limits are exceeded at the placement point, correlation strength tests are performed every 100 cubic yards until the concrete at the placement is within tolerances. The correlation strength tests involve ! taking correlation test and compression test samples at the l truck discharge and the pumpline discharge. Temperature readings are also recorded during correlation testing. Correlation testing was first implemented September 15, 1980. The decision to implement this testing was based on extensive i data gathered by GPC Quality Control during a test correlation l program conducted from June 1979 to June 1980. This data was i evaluated for technical acceptability by project engineering and a Construction Specification Change Notice was issued. The test correlation program also included an evaluation to determine the results of varying the sampling point during truck discharge. Results of this program showed that the dump body trucks used at plant Vogtle could be sampled at any point within the discharge and a representative sample would be obtained. As a result of this program, concrete is sampled early in the truck discharge. The inspector on the placement ensures proper placing and consolidation of concrete and ensures that the following are correctly accomplished: o Construction joint is covered with 1 inch of grout; e Concrete is placed properly around stainless steel liners; e Concrete is placed in 24-inch lifts, maximum height; O e Concrete is consolidated properly in accordance with ACI 309-72; e Concrete is properly consolidated around embeds; g e Concrete is brought to proper grade. i The placement inspector is also responsible for inspecting the application of Vandex waterproofing. He ensures that the 4.5-8
4 I l l material is mixed and applied in accordance with the O manufacturer's recommendations and procedure CD-T-17. If the inspector notes discrepancies during a placement, he brings thew to the attention of the craft foreman who makes corrections. The inspector has craft personnel whose actions adversely effect quality removed from the placement and i O retrained or reassigned. stop work or write a DR. The inspector nas the authority to If a cold joint is imminent, the inspector notifies the civil
; area engineer. The inspector works with the engineer to avert j the occurrance of a cold joint or ensures the cold joint area is
() prepared properly and generates a Deviation Report. The placement inspector also verifies that finishers on the . placement apply the specified finish. The inspector documents i acceptance of the finish on the Concrete Postplacement Report. I e l 4.5.4 POSTPLACEMENT INSPECTION AND TESTING This section includes post placement inspections of concrete and grout placements and placing inspection criteria for the grouting process. Civil Quality Control inspectors who conduct post placement J () inspections are trained and certified in accordance with section 4.3.4. Their duties are governed by procedure CD-T-02, sections VII and VIII. The postplacement inspection activities are started after the concrete finish is applied and continue until repairs are complete, forms are removed, and curing is complete. When a placement is complete, the inspector prepares a Concrete
- Postplacement Report, exhibit 22 of procedure CD-T-02, which tracks and documents the post placement activities and specifies j the curing method and repairs. Reports for each placement 2
number are maintained by the Civil QC concrete section until completed and transfered to the Document Review vault. ' O The Civil Quality Control inspector signs the Form Release i before formwork is removed from a placement and ensures that removal of forms is in accordance with specification X2AP01 C3.2.5.A.5, which requires forms not supporting the weight of the concrete to be removed as soon as practical. Forms for () placements 3 feet thick or greater are stripped or loosened within 24 hours unless the concrete is exposed to temperatures below 50*F, in which case the forms must remain for a minimum of , 7 days. Forms supporting the weight of the concrete are not removed until the test specimen of the concrete has reached 80 percent of the design strength 1 In the winter, shoring must () be left in place for 28 days. 4.5-9 i
The inspector ensures that the curing method used is in I accordance with procedure CD-T-02, section VIII.B and specification X2AP01 C3.2.5.K. The water curing method or the hll Symons liquid curing compound is acceptable except in the , Containment Building where only water curing is used. The inspector verifies the curing conditions each day and records general weather conditions, the average ambient temperature, and, during cold weather, the concrete surface temperature. When water curing is used, he ensures the placement is kept wet for 7 days. When curing compound is used, he notes the date of application on the form. During cold weather the temperature of the concrete is monitored for a minimum of 4 days. For the first 3 days the inspector ensures the temperature meet the following minimum requirements: Wall or Slab Thickness Temperature Less than 12 in. 55'F 12 in. but less than 36 in. 50*F 36 in. but less than 72 in. 45'F 72 in. and over 40*F On the fourth day, he ensures that the temperature drop is gradual and meets the requirements of procedure CD-T-02. The postplacement inspection determines whether repairs are necessary. The inspector ensures that imperfections and voids are identified and repaired in accordance with specification X2AP01 C3.2.5.M and procedure CD-T-02, section VII.C. OC also inspects the repair of voids and grouting operations. They inspect surface preparation, mixing and placing of material, and . curing on voids. Inspections of voids are documented on a Grout Pour Card or Concrete Pour Card, depending on the method or type repair. Curing for each is documented on a Concrete or Grout Postplacement Report, as applicable. The grout inspection forms are similar to the concrete inspection forms and are controlled in the same way (Refer to section 4.5.3.). When an item fails to meet the requirements of the procedure, a Deviation Report is written. Mixing and placing Jrout require special considerations. The inspector records on the grout card, the lot number of the material used. He observes the mixing process and ensures that it conforms to procedure CD-T-02 and manufacturer's recommendations. The inspector casts the grout cubes as outlined in section 4.4.8. He also performs the flow cone test
- 1. For further information, refer to section 4.5.3 of this module for sampling techniques and 4.5.5 for testing methods.
O 4.5-10
l ! (CRD-C611) on the grout when the particular application
- requires. He supplements the documentation of the Grout Pour l Card with a Daily Inspection Report which shows the ambient conditions, flow cone results, and other general information.
J When curing and repairing are complete and documented on the i
- Concrete Postplacement Report, the report is transferred to the l
Document Review vault and filed by date. 4.5.5 LABORATORY INSPECTION AND TESTING j 1 This section includes the tests and inspections of concrete, ! p( ). grout, and their constituent materials. These are performed in the laboratory by GPC civil lab inspectors or by independent i laboratories contracted by GPC. The civil quality control inspectors who conduct laboratory functions are trained and certified in accordance with section 4.3.4. Their duties are governed by procedure CD-T-02, sections V and VIII along with specification X2AP01 C3.6. Testing methods contained in procedure CD-T-02 are derived from ASTM and CRD. Laboratory personnel receive, inspect, and sample
- aggregate, cement, flyash, and admixtures as described in l sections 4.2.6 and 4.2.7. They review the test reports from the independent laboratories and verify conformance to the
- (- specification and generate Deviation Reports on any l( nonconforming material. A list of tests from procedure CD-T-02 is given in Table 4.5-1. A Level II inspector reviews all test l
reports for acceptance and generates Deviation Reports for deviating conditions. The laboratory inspectors receive from the placement fresh concrete samples which are tagged with the pour number, batch, sampling point, and mix. The lab inspectors make four compressive strength test cylinders in accordance with ASTM C 31 for each 100 cubic yards of concrete placed. One cylinder is made for a seven day break, two cylinders are made for the acceptance test (28 or 91 days), and one for a spare. Cylinders are stripped and numbered for record keeping with an identifier l' for batch plant, mix, and sequence. The cylinders are placed in l the moisture curing room controlled by the laboratory inspector and cured in accordance with ASTM C-31. The temperature of the room is monitored daily to ensure that it is between 70.4* F and 76.4*F with relative humidity above 95 percent. These conditions are documented on the Moisture Curing Room Monthly Report. Two methods are used to determine compliance with the O temperature requirements: the use of a high-low thermometer and a recorder. The inspector checks the specimens daily to verify they are moist. The lab inspector performs the compressive strength test for concrete cylinder specimens. When the concrete is 7 days old, one test cylinder is removed from the moisture room, capped in accordance with ASTM C-470, and tested () in accordance with ASTM C-39. The acceptance criteria are 4.5-11
determined by Bechtel in specification X2AP01 C3.6.4.I.6 which ' states: if the average of three consecutive strength tests h equals or exceeds the nominal concrete design strength with no one test less than 500 psi below nominal design strength, the concrete is acceptable. A strength test is based on the average of two cylinders broken at 28 days for concrete containing no flyash and at 91 days for concrete containing flyash. Concrete is sampled every 100 cubic yards of each mix design. These tests are recorded on the Concrete Testing, Pour Tests, Part 1 forms. Any concrete test specimens which do not meet the acceptance criteria are reported on a Deviation Report. The one extra cylinder from each test batch of four is discarded if the concrete has met design strength. It is held for disposition of the Deviation Report if the concrete breaks below the acceptance strength level. The lab inspector prepares a daily unit weight test for each mix design batched, in accordance with ASTM C-138. Nonshrink grout is received in bags and identified by lot number. Each lot is tested for compressive strength in accordance with Corps of Engineers specification CRD-C621-82A before release to the field. During field use, one set of cubes is made per lot used per day for reinforcing steel dowels, grouted anchors, small concrete repairs, and core drill hole repairs. An additional set, per lot, per day is made to represent all other uses of grout. Cubes are cast, cured, and tested for compressive strength in accordance with CRD-C621-82A. The results of these tests are documented by the inspector on the Grout Compressive Strength Sheet. The original of the Concrete Testing Form Part I and the Grout Compressive Strength Sheet are forwarded to the Document Review vault upon completion of all required breaks for filing by title and date. The lab inspection supervisor sends a weekly report on the concrete cylinder strength breaks to GPC Engineering in Atlanta where a monthly Concrete Strength Statistical Analysis Report, which identifies significant problems in the program, is j prepared. The report is prepared and evaluated in accordance with ACI 214, Recommended Practice for Evaluation of Strength This report is reviewed by the batch h l Test Results of Concrete. i plant civil area engineers who take corrective action as l necessary and forward the report to the Document Review vault ! for filing by title and date. The laboratory is also responsible for running moisture tests on the aggregate. At the beginning of the day QC inspectors obtain samples of both sand and stone from the conveyor belts leading to the plant storage bins. Stone moistures are first determined using a pan-dry test (to give quick results) and then an oven-dry test. Sand moistures are initially determined using a Chapman flask and then by an oven-dry test. The moisture test 4.5-12 l
is performed according to ASTM C-566. The test is performed O twice daily as required by procedure CD-T-02 for containment shell pours. On other placements, it is required once a day or twice a day if more than 200 cubic yards of concrete are produced. The moistures are recorded on the form, Concrete Material Tests, Daily, Part 2, exhibit 28 of CD-T-02. The l inspector notifies the batch plant inspector of the test results ; O from the stone pan-dry test and the sand Chapman flask test. The oven-dry test results for stone and sand are correlated with the pan-dry test and Chapman flask results for accuracy. If there is a significant difference, a new moisture sample is taken and tested in the same fashion. Additional moisture test samples are taken as required. O r Gradation tests are also run on the sand and stone samples in
)
accordance with ASTM C-136, Standard Method for Sieve Analysis i of Fine and Coarse Aggregate. Samples are taken from the l conveyor belt leading to the plant storage bins. The acceptance ; criteria are in ASTM C-33. The site uses #67 stone for the 3/4 ! inch maximum size aggregate (MSA) and #8 stone for the 3/8 inch l; MSA for the coarse aggregate. Gradation is checked once or twice a day if more than 200 cubic yards of concrete are l placed. If the running average of the last five production : tests do not meet the acceptance criteria, the aggregate is considered nonconforming. Until December 20, 1984, (FPCN 80 to procedure CD-T-02), if aggregate failed a gradation test, two retests were performed. If it failed one of the retests, the O aggregate was considered nonconforming. If the aggregate is considered nonconforming, a Deviation Report is written against l the failing material, the current placement is finished, and a Deviation Report is then written on the placement. QC does not allow further production from the failing aggregate until corrective action is taken. The fineness modulus is calculated for fine aggregate samples l and checked using ASTM C-33 and specification X2AE02. These i tests are recorded on the form, Concrete Material Tests, Daily, and Part I. The fineness modulus results are also recorded on the Fineness Modulus Moving Average of Five form. f- The inspectors test daily for aggregate material finer than No. 200 sieve (wash 200 test) in accordance with ASTM C-ll7 and verify test results with the acceptance criteria in ASTM C-33. An organic impurities test is run daily on aggregate in accordance with the method and acceptance criteria in ASTM C-40. A specific gravity and absorption test is run monthly in accordance with ASTM C-127 for coarse aggregate (stone) and () C-128 for fine aggregate (sand) and results are verified with the acceptance criteria in specifications X2AE02 and X2AE03. If aggregate fails any of these tests, a DR is written. The lab inspector also tests mechanical splices (cadwelds). The cadweld inspectors forward the splices to the lab for testing as I~ discussed in section 4.5.8. The inspector uses a Forney Model V) 4.5-13
LT1000 testing machine to tensile test cadweld splices, documents the test results on the Cadweld Tensile-Test Report, h and returns the report to the rebar inspection supervisor within 24 hours. The rebar in;pector verifies the test results with the minimum tensile strength requirements outlined in procedure CD-T-06, Section V.G.14 through 16. Failures are reported to the GPC field Civil Engineering Section and the splicing operation is stopped until an evaluation is made for the cause ll of failure. 4.5.6 CORE DRILL This section describes the inspection of core drilling. Site procedure GD-T-12, Core Drilling, and construction specification X2AP01 C3.2, section 5.Q, Drilling of Holes in Concrete, along with the applicable Bechtel typical details and design drawings listed on the Core Drill Request (CDR) form govern the quality control inspector's work process. Core drill inspectors are trained and certified as described in section 4.3.4. The Civil QC inspector inspects drilled holes as described in following paragraphs. He may be requested by the core drill coordinator to aid preliminary investigation of the area to be core drilled. In such instances, he uses an external rebar , detection device such as the Subsurface Interface Radar System 4R or the James "R" Depth meter Model No. C-4596. Other options are available to the contractor that do not involve OC. Refer to section 4.4.7 of this Module for an explanation of these options. The core drill inspection process commences with the receipt of the original CDR from the core drill coordinator, which is subsequently entered into the Quality Control CDR Log. The QC CDR Log is used to determine status of CDRs received by QC. Attached to the CDR is a "For Information Only" copy of either the Field Change Request (FCR), Drawing Change Notice (DCN), or Deviation Report (DR) along with the contractor's original As-Built Notices. The QC inspection supervisor assigns each CDR to a QC O inspector. The first step of the inspection process involves the verification of the location (i.e., building, room number, column line, and elevation) using reference lines provided by GPC Survey. The inspector then verifies that the number of core drills, and the diameter and length are in accordance with the FCR, DCN, DR, or design drawing. He compares the As-Built Notice to the FCR, DCN, DR , or design drawing to confirm that the hole was drilled as specified. He inspects the hole visually by shining a flashlight beam into it and running a magnet over the walls of the hole to detect metal and thus O 4.5-14 i
confirm that only those embedded items approved by documentation O were disturbed. Hole depth is verified with a tape measure or rule. If no discrepancies are found, the inspector accepts the CDR by signing the contractor's As-Built Notice and the CDR form. If
'f s discrepancies are found, the inspector informs the core drill coordinator who informs the core drill contractor. The contractor is allowed, without engineering approval, to:
increase the hole size if the diameter is.too small, change the as-built, or increase the depth if the hole'is too shallow. Deficiencies are reported on a DR. The CDR is not accepted or O signed until the DR is resolved. After the DR is closed by QC, the CDR is accepted, signed, and sent to the Document Review vault for permanent storage. Copies of the signed CDR are sent to the core drill engineer and the core drill coordinator. 4.5.7 REINFORCING STEEL This section includes the inspection of reinforcing steel. Site procedure CD-T-06, Rebar and Cadweld Quality Control; construction specification X2AP01 C3.4, Placing Reinforcing Steel; and the applicable Bechtel placement drawings govern reinforcing steel inspection. The following codes and standards apply to this section: ACI 315 Manual of Standard Practice for Detailing Reinforced Concrete Structures. ACI 318 Building Code Requirements for Reinforced Concrete. ASTM A615 Deformed and Plain Billet Steel Bars for Concrete Reinforcement. CRSI Concrete Reinforcing Steel Institute' Manual of Standard Practice. ANSI N45.2.2 Packaging, Shipping, Receiving, Storage and Handling of Items for Nuclear Power Plants. Civil Quality Control inspectors who conduct laboratory functions are trained and certified as described in section O 4.3.4. The reinforcing steel inspection is performed by inspectors assigned to the Rebar/ Embed /Cadweld Section of Civil Quality Control. O 4.5-15
l l Rebar inspection begins with the receipt of the Rebar Release i - Form, exhibit 08 of procedure CD-T-06, from the appropriate contractor representative through GPC Coordination. Each f release form is entered into the QC Embed /Rebar Release Log. The inspector assembles a pour package for each pour number as noted on the Rebar Release. These pour packages include a 4 status sheet, a Reinforcing Steel Installation Checklist, exhibit 03 of procedure CD-T-06, and placement drawings to be used in the inspection. , The inspection ensures that the reinforcing steel has been placed within the tolerances specified on the design placement drawings. If tolerances are not shown on the drawings, tolerances in CD-T-06, section V.C, which address proper coverage and spacing, apply. Typical detail sections from AX2D94 series drawings are used when ne'ither the placement drawing nor the site procedure addresses a particular situation. Drawings of some buildings have typical detail sections listed. Examples of these are: AP08D042, AP08C042, etc., for each level of the auxiliary building; APilB089 for the control building; and 1P01S123 for Unit 1 containment. Typical details from the AX2D94 selies are not used for inspection unless approved by Bechtel Engineering. During the initial inspection, the inspector marks, on the design drawing, reinforcing steel which is acceptable as well as that which deviates from the placement drawings. If the inspection results are acceptable, the Rebar Release is signed, indicating acceptance, and routed to the coordination group and contractor. If, upon completion of the initial inspection, deficient items have been noted, a detailed discrepancy punchlist is attached to the unsigned Rebar Release and routed as above. The unsigned Rebar Release results in a followup inspection of the applicable items that can be reworked (Table 4.5-2). When an item cannot be reworked, it is identified on a DR or addressed on a FCR or DCN. After each inspection, the inspector enters the status of the inspection on the status sheet in the pour package and inserts the marked-up design drawings for future reference. In areas of extremely congested, multilayer placements or placements requiring forms to be erected in partial sections, a Partial Rebar Release is used to identify a specific area of reinforcing steal that is ready for a QC inspection. Each partial release must be approved by the civil area engineer, who notes a reason for issue prior to transmitting ic QC. This Partial Release is routed, inspected, and documented in .he same manner as a regular Rebar Release. . OC inspectors verify field bending of reinforcing steel is done ! in accordance with procedure CD-T-06, section V.C.5 and 11. ! They verify that cold-bent bars are acceptable during the normal l inspection process. Number 5 size or smaller reinforcing bar j may be cold-bent to a maximum offset of 1:6 without engineering l l 4.5-16
- approval when interference occurs. Dowels up to and including a number 7 bar may be cold-bent to avoid interference i fa replacement bar of equal diameter and dowel projection with a standard hook is added at the point of interference. The inspector ensures that the radius, or offset, is acceptable and taat no cracks or other indications of damage are formed. When a bar is heat bent, the QC inspector must be present during the
- beuding process. A' number 8 and larger reinforcing bar may be heat-bent only with engineering approval if it projects from existing concrete. The inspector ensures that the proper radius is met during and after bending, that the proper distance from concrete surface and from the start of the bend is maintained,
- that the proper interface temperature is adhered to, and that no i cracks or other indications of nonconformance are formed. The inspector documents the results of his inspection on a Civil '
Daily Inspection Report which is placed in the applicable pour package. The size requirements and limitations are referenced in CD-T-06, section V.C.lla through k. The final inspection is performed after the contractor's representative and GPC surveyor ) j have signed the pour card. The inspector verifies the required concrete coverage is maintained by measuring the distance l between the reinforcing steel and forms. l, This activity is conducted only after verifying that the j surveyor has signed in the " Forms Including Line and Grade" ' block which indicates proper postioning of the forms. ' () The final inspection is performed prior to the placement of concrete. The same criteria used in the initial inspection are i used in the final inspection. If no problems are noted, the reinforcing steel inspector fills out the Reinforcing Steel Checklist and signs the Pour Card. When deficient items are found, they are listed on the discrepancy punch list which in turn is routed through GPC Coordination to the contractor. Those items that cannot be reworked are identified on a DR. Once the DR has been resolved and closed, the inspector completes the Reinforcing Stsel Checklist, verifies that the 1our package is complete, and signs the Pour Card. The pour package, which contains all the documentation for the l rebar inspection, is reviewed by the inspection supervisor and l forwarded to the document review vault to be filed by placement ! l l number. 4.5.8 CADWELD INSPECTION AND TESTING This section includes the inspection and testing of cadwelds. Site procedure CD-T-06, Rebar and Cadweld Quality Control, and construction specification X2AP01 C3.5, Mechanical Splicing of Reinforcing Bars, provide the criteria for cadweld inspection and testing. The following standards and manufacturer's catalogs are used to perform cadweld inspection-4.5-17 l l w
ERICO Products RB10M974 Cadweld Rebar Splicing ERICO Products RB5M274 Rebar Splicing (Inspection of the Cadweld Rebar Splice) ERICO Products 15MOC178 Catalog of Addenda (contains NRC Interpretation of Regulatory Guide 1.10) ASTM A615 Deformed and Plain Billet Steel Bars for Concrete Reinforcement. ACI 313 Building Code Requirements for h Reinforced Concrete ANSI N45.2.9 Requirements for Quality Assurance Records for Nuclear Power Plants. ANSI N45.2.5 Supplementary Quality Assurance Requirements for Installation, Inspection, and Testing of Structural Concrete, Structural Concrete, Structural Steel, Soils, and Foundations During the Construction Phase of Nuclear Power Plants. l Regulatory Guide 1.10 Mechanical (Cadweld) splices in Reinforcing Bars of Category I Concrete Structures. A program that includes initial and ongoing training, random sampling, and destructive testing of installed cadweld, is used to ensure the continuing capabilities and qualifications of cadweld operators. The contractor conducts a training and certification program for , cadweld operators. This program is described in Section 4.3.3 l of this module. To ensure that the operator continues to demonstrate ability to perform the cadweld process, a sampling h, test frequency method is used for each operator, per bar size and position. 4.5.8.1 Inspection The senior inspector receives a daily list of tentative priorities from Walsh Rebar Engineering. This list denotes the areas in which cadwelding activities are to be performed, the identity of the cadweld operator, and number of cadweld inspectors needed to support the work. The senior inspector assigns inspectors to areas or crews. l 4.5-18
)
4
l Before performing cadweld inspections, inspectors must be certified in accordance with site procedureo QC-A-01 uad QC-A-02. Training and qualification of inspectors is discussed in greater detail in section 4.3.4. Before inspection is performed, the inspector verifies from the current list maintained by Civil QC that the cadweld operator is O. qualified. Prior to placing the cadweld sleeve over the bar, the inspector ensures that the bar ends have had the proper surface preparation by checking planeness of bar ends, cleanness of bar ends, bar extension beyond end of sleeve, preheat to ramove soisture, and reference marks for verification of bar engagement. Prior to the cadweld powder being poured into the () crucible, the inspector ensures that the equipment has been cleaned, preheated, and assembled in accordance with procedure CD-T-06, section V.D.6, and manufacturer's instructions. The ; inspector verifies that the operator uses the required powder I type and sleeve. When the inspector is satisfied that the I requirements have been met, the cadweld splice is then fired (shot). The cadweld inspector continually monitors cadweld work in his assigned area and notes problems. ! l The acceptance criteria for the completed cadweld splice are listed in procedure CD-T-06, section V.E. After the cadweld has been allowed to cool to ambient temperature, the cadweld inspector ensures that filler metal is visible at both ends and at the tap hole in the center of the sleeve, and verifies that O the reference marks on the bars indicate proper location of the splice sleeve. The inspector assigns a unique sequential number identifying the bar size, type of splice, position, operator's l symbol, and sequential number. The sequential number and i operator's symbol are marked on all completed cadwelds by the inspector. If filler material is not clearly visible at either end of the splice sleeve, the inspector probes the void. This investigation allows the inspector to obtain the information necessary to determine the void area by one of three formulas. I The specific formula used depends on whether the void is a Spot Void, Full Circumference Low Void, or a combination of both (Total Void). The allowable void limitations and the specific
- formulas for calculating them are shown in Erico Products, Inc.
l Catalog Addendum RB5M274.
)
If the cadweld splice does not pass a visual inspection, it is l marked " reject" and replaced with a new splice. The inspector ! uses "For Information Only" drawings to sketch the actual l location of production test splices, out of location splices, and reject replacements on the drawing along with the unique O sequential numbers involved, and initials and dates the drawing. There are two repair procedures for rejected cadwelds. The I repair procedure for "T" Series splices involves cutting out the rejected cadweld and replacing it with a new splice. After the i() reject has been removed, the replacement is made in the standard 4.5-19
manner with the same QC hold points applied. The other repair procedure involved "B" Series splices to structural shapes. The rejected "B" series is not removed from its structural component. Inert packing material is packed into the voids and a new "B" Series sleeve with a J-groove weld is placed over the rebar on top of the rejected splice. The new sleeve is then welded by SMAW Process using site WPS-135. The welding is accepted by a certified visual weld inspector. Welding is h covered in Module 8. After the weld has been made, the equipment is again set up and the cadweld is cast in the standard manner with the same hold points observed. In addition, the inspector must inspect and accept the installation of the packing material. There is no repair procedure for "T" Series Anchor End O cadwelds. If the splice contains slag, blowout, or generally porous metal in the tap hole, the splice sleeve is laterally cut in half at the tap hole to ensure there is sound filler metal between the sleeve and bar or the tap hole is probed with a punch and hammer not to exceed the thickness of the sleeve. If sound metal is found, the cadweld is acceptable. If the Anchor End cadweld continues to indicate slag in areas inspected, it is rejected and replaced. The QC inspector is involved in these investigation inspections. 4.5.8.2 Testing The sampling test frequency is determined by the number of O cadweld splices made by the operator. The cadweld inspector contacts the senior inspector or his designee to obtain the test splice unique number, type of test splice (i.e., production and sister) and ensures that the test splice is taken when required. The cadweld production and sister splices are transferred daily by the cadweld inspector to the QC laboratory for tensile testing. Lab inspectors perform the tensile testing of the qualification splices of both the operators and inspectors. Tensile strength is required to be 125 percent of minimum yield strength for grade 60 reinforcing. This is used cs an acceptance threshold for the qualification tests. h T-Series production splices are a minimum of 28 inches in length with at least 8 inches of bar protruding beyond each end of the sleeve. Since a cutting torch is used to remove the test sample, the inspector ensures that the remaining bar ends are square to within an 1/8 inch. The production test splice is not removed from the main body of the bar until QC has been lh notified. T-Series sister splices consist of two bars, each being a minimum of 14 inches in length, spliced together, at the approximate location of, under the same condition as, and in an g 4.5-20
('T identical manner to the production splices. Test splices are (_/ forwarded daily to the concrete and soils lab. The testing frequency for production tes.t splices on T-Series cadweld splices is: e One production splice of the first 10 production splices; e One production and three sister splices for the next 90 production splices; e Three splices, either production or sister splices, for the next and subsequent units of 100 splices. At least g3 one-fourth of the total number of splices tested must be (,) production splices. This testing frequency cycle is applied to splices of straight bars in the horizontal, vertical, and diagonal positions for each bar size and for each operator. When the cadweld splice is shot in a location or on a bar of a 1 configuration (curved) that would prevent the sampling of a j production splice (i.e., bars in blockouts, construction openings, and radius bars) separate sister splice test cycles are run for each bar size and for each operator in the horizontal, vertical, and diagonal positions as follows: e One sister splice for the first 10 production splices;
'~
e Four sister splices for the next 90 production splices; e Three sister splices for the next and subsequent units of 100 splices. The same test cycles and frequencies for each bar size and each operator along with the horizontal, vertical, and diagonal positions are used on "-B" Series cadweld splices. The cadweld inspector records the unique sequence number of the splice taken as a test and the kind of test splice it was (production or sister) on the Cadweld Inspection Report, exhibit r- 01 of procedure CD-T-06. Upon delivery of the test splices to (_S) the lab, the cadweld inspector logs the unique number on the Cadweld Tensile-Test Report. The cadwelds are tensile tested on a Forney Model LT 1000 testing machine by lab QC inspectors. l The results are recorded on the Cadweld Tensile-Test Report, ! exhibit 02 of procedure CD-T-06, and forwarded to the rebar gs inspection supervisor within 24 hours after delivery to the I l () lab. vault. This report is filed by date in the Document Review The Cadweld Tensile-Test Evaluation, Exhibit 15 of procedure CD-T-06, is maintained by the senior inspector in the rebar/ embeds /cadweld section as a record of the running average of each operator. Information included on the report form is (s) ! 4.5-21
i l 4 the test unique sequence number, date, load applied to the splice, the cumulative ultimate load of all splices of the h particular size and position, and the average of the last 15 splices. This running average frovides a method of evaluating the cadweld operators. After the report is completed, it is forwarded to the Document Review vault and is filed by size. If the minimum tensile strength of a single test splice is less than 125 percent of the minimum yield strength for the grade 60 h reinforcing steel used or if the average tensile strength of each group of 15 consecutive splices tested is less than the minimum ultimate tensile strength for the grade 60 reinforcing steel used, a Deviation Report (DR) is generated. When any test splice fails to meet the tensile test requirements and the rate of failure does not exceed 1 for each of the 15 consecutive test samples, the testing frequency for that bar size, type, and operator is started anew. If the failure rate exceeds 1 for each of the last 15 splices, the mechanical (cadweld) splicing operation is stopped. At this time the adjacent splices on each side of the failed t3st splice, along with four other splices that are distributed uniformly throughout the balance of 100 production an. ices, are removed and tensile tested. The results of these tests are evaluated by Bechtel Corporation and the Georgia Power Company civil area engineer to determine the required corrective action and the extent of repairs and actions required to prevent further failures. If 2 or more splices from these additional 6 test samples fail, the remainder of the 100 production splices under investigation is rejected and replaced. When mechanical splicing operations are resumed, the operator in question hac his testing cycle (i.e., operator, type, position, and bar size) started anew. If the test splice fails as a result of the bar failing to meet the 125 percent of minimum yield strength for grade 60 reinforcing steel, that test splice is designated no test and the results are not included in the cumulative ultimate load evaluation. The civil project section supervisor is notified when there is a failure of the reinforcing bar. He investigates the cause of failure. There are tensile test splices that are made up of transition cadwelds. These are cadweld splices that join different sizes of reinforcing steel together. The sampling f requency and cyc:.e is the same for transition test splices as for T-Series splices lh that join reinforcing steel of the same size. When calculating the tensile strength specified, the senior inspector uses the requirements for the smaller of the two bars that are spliced. B-Series cadwelds are tested on sample plates. Sleeves of the i same size as the production sleeves are attached to the sample I plates. Samples are shot in the same manner as production shots ; I and are tensile tested and accepted by lab personnel in the same manner as the produc* ion shots. They are tensile tested and accepted by lab personnel in the same manner as other cadweld splices. 4.5-22 1
l 1 l l 4.5.8.3 Final Documentation The cadweld inspector documents his inspection on the Cadweld Inspection Report, exhibit 01 of procedure CD-T-06. This report , is completed daily for the cadwelds inspected and contains operator identification; size and position of the cadweld , splice; unique sequence number; acceptance or rejection of the
, bar preparation, assembly, and splice; location of the cadweld; and remarks noted by the inspector. The inspector designates on this report which cadwelds are rejected, the cadwelds which were cut out as production, and the number of the replacement cadwelds. Cadwelds shot out of location are recorded as " yard" with additional information identifying the final location. Two
() copies are made of the original report. One copy is filed in the cadweld operator's log that is maintained for each j individual by QC for testing frequency status. The other copy is inserted into a cadweld package generated for each placement that contains any cadwelds. The original report is placed in the Document Review vault and filed by unique number. Included i in the cadweld package are the copies of the Cadweld Inspection 1 Report, a copy of the section of applicable reinforcing steel ) placement drawing marxed "For Information Only", and copies of i any FCRs, DCNs, or DRs which pertain to cadweld operations for j each placement. After review of the cadweld package for completeness, the Level II cadweld inspector signs and dates the "For Information Only" i() drawings. The review consists of ensuring that documentation is properly filled out and accepted by a Level II inspector and that productiov test splices and reject replacements are listed 1 and sketched on the drawing. When the review of the cadweld package is complete, and the contractor has signed the Pour Card, the cadweld inspector then signs and dates the Pour Card as the " Georgia Power Company Representative". The cadweld package is then transmitted to the vault for the permanent files. ,i j b i 0008a j 4.5-23 J
i I TABLE 4.5-1 C'/} s (SHEET 1 OF 5) IN-PROCESS TEST SCHEDULE
~N Test Method j - Responsible (CD-T-02 Test Party Material Requirement Exhibit #) Frequency Soils & Concrete Mixer ASTM C-94 Initially Materials, Uniformity (#14) and every (s 6 months Inc. j s thereafter j Sampling ASTM C-172 l Method Compression ASTM C-31 !
Cylinder ! QC Lab Compression ASTM C-39 A minimum Strength (*14) of one set for each 100 l cu yd; or a l minimum of ( one set per day for each class of concrete 1 QC Field Slump ASTM C-143 First (*21) batch l produced I each day and every 50 cu yd placed QC Field Air Content ASTM C-173 First p/ (, or C-231 (*21) batch produced each day and with every 50 cu yd placed QC Field Temperature (*21) First batch produced each day and every 50 cu yd placed
TABLE 4.5-1 , ( (SHEET 2 OF 5) IN-PROCESS TEST SCHEDULE Test Method Responsible (CD-T-02 Test Party Material Requirement Exhibit #) Frequency QC Lab Unit Weight / ASTM C-138 Daily i Yield (*14) during j g production l k- OC Lab Construction Compressive ASTM C-109 One daily Joint Grout strength (*15) for each mix used OC Lab Non-Shrink Compressive CRD-C621- A. Once , Grout Strength 82A daily for I each lot being used for I grouting j l , rebar ; dowels, I grouted l( anchor bolts, small concrete repairs, and core drill hole repairs. B. Once daily for each lot being used for all other grouting QC Field Flcw CRD-C611- As stated 80 in Section 4.4.8 o O
~
l N TABLE 4.5-1 (SHEET 3 OF 5) l IN-PROCESS TEST SCHEDULE l l l Test Method l Responsible (CD-T-02 Test ! Party Material Requirement Exhibit #) Frequency 1 QC Lab Gradation ASTM C-136 Once daily (*26, *27) during production and twice daily if
- more than
! 200 cy l l QC Lab Moisture ASTMC-566 Content (*8) (*28) 1 A. NUCLEAR Twice PRESSURE daily VESSELS: (The exterior i shell of I the containment ' building, composed of j the base slab, I exteropr wall, i and the dome) l B. NON- Daily PRESSURE during VESSELS: production QC Lab Material (ASTM C-117 Daily finer than (*9) during No. 200 production sieve QC Lab Organic ASTM C-40 Daily impurities (*9) during , production O Law Friable ASTM C-142 Monthly Engineering particles (*12) during production O
i i TABLE 4.5-1 l {(_)g (SHEET 4 OF 5) IN-PROCESS TEST SCHEDULE Test Method () fs Responsible Party Material _ Requirement (CD-T-02 Exhibit #) Test Frequency Lightweight ASTM C-123 Monthly pieces (*12) during production Soft ASTM C-235 Monthly fragments (*12) during l production i QC Lab Specific ASTM C-127 Monthly gravity and or ASTM during ! absorption C-128 (*10) production Law Flat and CRD C-119 Monthly Engineering elongated (*12) during production l
-- Law Los Angeles ASTM C-131 Monthly l('~) Engineering abrasion or C-535
(*11) during production ! Law Potential ASTM C-289 Six months Engineering reactivity (*12) Law Soundness ASTM C-88 Six months Engineering (*12) Law Water and Compliance Engineering Ice with project specifica-tions for '7s effect on: Law Compressive ASTM C-109 Monthly Engineering strength (*12) Law Setting time ASTM C-191 Monthly Engineering (*12) l Law Soundness ASTM C-151 Monthly (*12) Engineering Law Chlorides ASTM D-512 Monthly Engineering (*12) (" L)%
\
l e TABLE 4.5-1 (_'j) (SHEET 5 OF 5) IN-PROCESS TEST SCHEDULE Test Method (_w) Responsible Party Material Requirement (CD-T-02 Exhibit #) Test Frequency Law . Total solids ASTM D-1888 Monthly Engineering (*12) () Law Engineering Water industrial Nitrate ion in ASTM D-992 (*12) Yearly water Iron in ASTM D-1068 Yearly industrial water I l pH of ASTM D-1293 Yearly l industrial water Law Admixtures Chemical ASTM C-494 Composite , Engineering composition, (*12) of each pH, and shipment specific gravity Law Cement Standard ASTM C-150 Each 1200 Engineering physical and (*12) tons chemical received properties Law Flyash and Chemical and ASTM C-311 Each 200 Engineering Pozzolans physical (*12) tons received properties per ASTM C-618 pm (_ NOTES:
- 1. Samples submitted for offsite testing shall be recorded on
" Concrete Material Tests Sample Submittal" (Exhibit CD-T-02*03).
- 2. Aggregate samples for moisture content testing sb;11 be tested as rapidly as possible to ensure resulte indicating a !
need for correction receive proper response. l
- 3. L. A. Abrasion-(ASTM C-131) performed onsite until May )
1982. (
- 4. Sieve 325 and loss of ignition every 200 tons.
Full complement every 1000 tons. l i
TABLE 4.5-2 DEFICIENT ITEMS TO BE REWORKED l Item Action to Correct
- 1. Incorrect spacing Rework spacing to meet tolerance
- 2. Incorrect cover Rework rebar to meet tolerance
() 3. Out of location Rework rebar to meet design drawing
- 4. Rebar missing Add rebar
- 5. Incorrect rebar Install correct rebar
- 6. Incorrect size Install correct size
- 7. Loose rebar Rework by supporting or tying bars
() 8. Incorrect projection Revork to provide minimum projection j l
- 9. Incorrect embedment Rework to provide l correct embedment l
- 10. Incorrect lap length Rework to provide minimum length
- 11. Arc strike on rebar Notify Area Engineer for correction action l
- 12. Storage improper (No damage) Rework to provide O proper storage
- 13. Rejected cadweld Rework by replacing cadweld
- 14. Bars not clean Rework by cleaning bars l
l 0034a
5.0 AUDITS AND SPECIAL INVESTIGATIONS This module section contains a discussion of the Quality Assurance audit process, NRC inspections, and special evaluations performed in the area of reinforced concrete structures. O O lO 4 i 1 } I O ; I i ! l I iO ? e k iO i
() 5.1 GEORGIA POWER AUDIT FINDINGS The Georgia Power Company (GPC) Quality Assurance Department conducts regularly scheduled audits to verify project compliance with the applicable project documents. Any finding from an audit is reported to the management of the audited organization for corrective action. ( The quality assurance audits discuss 7d in this section provided in-depth reviews of concrete, reinforcing steel and cadwelding i activities during the life of the project. These audits focused principally on the work activities as they were conducted, including both field work activities and primary quality !O l assurance documentation. The matrices in this section outline the specific examples of areas covered and the types of l documentation issues raised and resolved. The QA audits provide added assurance that the actual work was performed correctly. Audit findings have been tracked in four ways by Quality Assurance. These methods are Audit Finding Reports (AFR), observations (OBS), deficiencies (DEF), and Corrective Action Requests (CAR). Of the four methods only two, AFR and CAR, are currently being used on the project. A more detailed explanation of the audit process is found in Appendix I. This module section describes only those audits and findings issued by the GPC Quality Assurance Department which pertain to O Vogtle project construction activities. Design audits are discussed in Appendix I. Audits of construction activities that addressed the design function as they apply to this module are addressed in this module. Procurement audits are addressed in Appendix C. There has been a total of 65 audits that addressed the programs and processes involved with reinforced structures. Those audits are listed in the audit matrix at the end of this section. Those 65 audits resulted in 97 findings that are listed in the findings matrix at the end of this section. For Module 1 each audit was reviewed and catagorized into one O or more of nine different areas. The audit activity conducted by GPC Quality Assurance of construction is summarized as follows: Audit Audit Area Frequency Findings Design 26 9 Materials 33 23 Training & Qualification 17 5
Audit Audit Area Frequency Findings Fabrication 31 12 Inspection 39 13 j Testing 27 8 Measuring & Test 13 9 Equipment Document Control 20 9 QA Records 26 14 9 Each finding was reported to project management and received an evaluation that included an assessment of its impact on the structures, corrective action, and action to preclude reoccurrence. No audit finding within the scope of Module 1 required reportability in accordance with 10 CFR 50.55(e). From the above areas, three were chosen for further
- lassification. Materials, document control, and QA records are presented below with document control and QA records combined.
The other areas were examined during the Readiness Review design or construction verifications, as discussed in sections 6.1 and 6.2. f MATERIALS REBAR/ CATEGORY CADWELDS CONCRETE A) Inadequate Receipt Inspection Or Document Review 3 2 B) Issue Controls 3 C) Marking Materials 1 D) Storage of Materials 10 1 l 4 E) Inadequate Purchase Order or Specification 2 F) No Concrete Truck Trip Ticket 1 The findings concerning storage of materials dealt mainly with reinforcing steel touching the ground. Although minor findings have occurred, in this area, a review of the audits indicates overall compliance in the control, issue, and storage of materials. 5.1-2
! i l l 1 DOCUMENT CONTROL /OA RECORDS ( l REBAR/ CATEGORY CADWELDS CONCRETE 1 A) Missing / Lack of Test Records 2 2 B) Records Not in Vault or 3 3 l Failure to Maintain ; Records up to Date 2 (" C) Incomplete Documentation (- D) Inadequate Procedure / 4 Specification / Purchase Order E) Inconsistencies in Document 1 Titles F) As-Built Drawings Incomplete 1 2 G) Inconsistencies in Filing 1 1 of Records H) Failure to Follow Procedure 1 (-)S (_ for Document Review Categories A, B, C, and G accounted for 14 of the 23 findings in this area. During the construction verification, similar findings were identified. Section 6.2 addresses this issue and contains an evaluation of its significance. l l(~\ G O o) (_ 00lla l 5.1-3 l
Psge No. 1 02/27/85 AUDIT MATH!X
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INIAT AUDIT TRAIN FABRI- DOC ORGAN QA NUMBER DATE MOD DESIGN MAT'LS QUAL CATE INSP TEST M&TE CONT RECORD REMARKS
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GPC-QA CD02-77/10 01-16-78 01 X C GPC-QA CD02-77/3 08-26-77 01 001.002 004.005 003.006 (' 007 GPC-QA CD02-77/6 11-4-77 01 X X r GPC-QA CD02-77/8 12-15-77 01 012 013 X X 014 ( GPC-QA CD02-78/2 03-03-78 01 k 20.21.22 GPC-QA CD02-78/7 10-09-78 01 X 29 X X X X r GPC-QA CD02-79/17 07-12-79 01 X X X X f GPC-QA CD02-79/22 08-21-79 01 X GPC-QA CD02-79/28 11-01-79 01 X X 092 ( GPC-04 CD02-80/10 03-25-80 01 X X 106.107 GPC La CD02-80/42 10-30-80 01 X X X 1 I GPC-QA CD02-81/18 03-27-81 01 X X 183 ( GPC-QA CD02-81/44 07-13-81 01 219 218 X X ( GPC-QA CD02-81/68 09-15-81 01 X 252 I X X GPC-QA CD02-81/96 01-13-82 01 X X X 2 X g, a GPC-QA CD02-82/ll 09-16-82 01 X X DEF-035 X 5 C GPC-QA CD02-82/14 01-18-83 01 X X 0 C GPC-QA CD02-82/30 03-03-82 01 279 () GPC-QA CD02-82/53 05-04-82 01 X GPC-QA CD02-82/65 06-21-82 01 DIF-01 X 304 303.305 O GPC-QA CD02-83/ll 01-12-84 01 549.550 X X X 7 C GPC-QA CD02-83/22 04-19-83 01 X ( ~' O
Page No. 2 02/27/85 (5 AUDIT MATRIX
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(% INIAT AUDIT THAIN FABNI- DOC QA ORGAN NUMBER DATE MOD DESIGN MAT *LS QUAL CATE INSP TEST M&TB CONT HECORD NEMANKS
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( GPC-QA CbO2-83/59 07-21-83 01 X X X X 469 470 0 GPC-QA CD02-83/84 10-10-83 01 X 514 516 I 515.516 [) GPC-QA CD03-77/4 09-16-77 01 009,010 GPC-QA CD03-78/10 11-10-78 01 I X 039,040 X X
&D GPC-QA CD03-78/4 08-31-78 01 027,028 X 026 X X
() GPC-QA CD03-78/9 10-17-78 01 036
- GPC-QA CD03-79/18 07-17-79 01 I X X X CD GPC-QA CD03-79/20 07-20-79 01 X 000 077,078 081 X 079
(' GPC-QA CD03-80/04 02-19-80 01 X X X 100,101
)
( GPC-QA CD03-80/29 07-10-80 01 133 X X X GPC-QA CD03-80/39 09-24-80 01 X X X X X X (i i GPC-QA CD03-81/02 01-30-81 01 162.163 164 (7 GPC-QA CD03-81/19 04-06-81 01 184 185
- GPC-QA CD03-Bl/20 04-24-81 01 186,187 X X
( GPC-QA CD03-81/45 08-24-81 01 1 X X (% GPC-QA CD03-81/74 10-22-81 01 257.258 259 X X 258 257 GPC-QA CD03-81/89 12-11-81 01 X X X X X X X C GPC-QA CD03-82/07 02-02-82 01 X 276 I X X X X C GPC-QA CD03-82/10 08-24-82 01 337 X X 4 ( GPC-QA CD03-82/12 11-18-82 01 363.364 5 C. GPC-QA CD03-82/44 04-23-82 01 X X GPC-QA CD03-82/61 07-09-82 01 310 DEF- 312 312 313.DEF0 X DEF-008 () 007.DEF- 05 > 006.08S-005 {i ) o O O O O O O O ,
O O O O O O O Page No. 3 02/27/85 AUDIT MATRIX
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- INIAT AUDIT TRAIN FABRI-' DOC QA ONGAN NUMBER DATE MOD DESIGN MAT *L5 QUAL CATE INSP TEST M&TE CONT RECORD REMANMS
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( GPC-QA CD03-82/79 07-20-82 01 319 DEF-015 085-016 DEF-016 319 GPC-QA CD03-82/84 08-11-82 01 325 GPC-QA CD03-83/03 02-24-83 01 085-063 394,395, 394 435 GPC-QA CD03-83/30 05-05-83 01 X X X X X X X GPC-QA CDu3-83/34 05-19-83 01 I X X GPC-QA CD03-83/52 07-01-83 01 X X (~ GPC-QA CD03-83/56 07-13-83 01 X X 454 455 GPC-QA CD03-83/80 U9-12-83 01 X 495 I X X X GPC-QA CD03-83/98 10-28-83 O! X X X X X 520 I . GPC-QA CD03-84/03 02-23-84 01 X X 572 571 X GPC-QA CD03-84/59 09-12-84 01 X 695 X X X X C GPC-QA CD05/03-83 12-01-83 01
/105 I
GPC-QA GD01-80/02 02-06-80 01 (' GPC-QA GD01-80/08 03-25-80 01 105 I 104 GPC-QA GD06 83/BI 09-19-83 01 I I 500 X C GPC-QA GD08-78/13 01-12-79 01 X 43,44 X X (' GPC-QA MDl3-80/19 05-13-80 01 122 X X GPC-QA MD13-80/33 07-31-80 O! X X X GPC-04 MDl4-83/II 12-21-83 01 538 1 537 0 GPC-QA SPO!-82/12 02-12-85 01 X I X X X 4 () GPC-QA SV01-80/16 04-28-80 01 121 X () I C) ) C) )
. - _ _ . _ . _ . _ - _ _ _ _ _ _ . _ _ . _ . _ . _ ___________c__-_-______m. --_ _ _ _ _ _ _ _ _ _ _ - - - _ _ . . , _ _--__________.._____m-_.____m_-__- - - _ . . - _ _ - - _ _ - _ - - _ _ _ _ _ _
( Pare No. 1 02/27/85 ( MODULE 01 GPC OA AND NRC FINDINGS l ( ORGANI2ATION AUDIT NUMBER FINDING NUMBER LEVEL DATE MODULE SUBJECT REMARKS
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(~ - j GPC-AFR CD02-77/3 001 08-24-77 01 REBAR & CADWELDS - MATERIALS BECHTEL SPEC. RECEIPT OF WRONG MATERIALS I2AFOR (' (ORDER) GPC-AFR CD-02-82/65 001-DEF 06-14-82 01 MATERIALS - ISSUANCE OF CD-7-06 (% CADWELD POWDER SECT. v.D.3.e&4e, CD-02-81/96 GPC-AFR CD02-77/3 002 08-24-77 01 REBAR & CADWELDS - MATERIALS BECHTEL SPEC. STEEL NOT PROPERLY MAREED. 32AF01 GPC-AFR CD02-77/3 003 08-24-77 01 REBAR & CADWELD - MATERIALS - RECEIPT OF WRONG MATERIAL GPC-AFR CD02-77/3 004 08-24-77 01 REBAR & CADWELD - QA RECORDS - GPC PROCEDURE LACE OF MILL TEST REPORTS CD-T-02, SECT. E.1, PAGE 12 GPC-AFR CD02-77/3 005 08-24-77 01 REBAR & CADWELD - QA RECORDS - GPC PROCEDURE LACE OF PROPER MILL TEST. CD-7-02, SECT. B2 PAGE 12. f GPC-AER CD03-82/61 005-DEF 07-08-82 01 MTE CD-T-02 REV. 5 INSPECTION (a) - FAILURE TO 10 PARA. COMPLETE CALIBRATION REPORTS. C3.1.5.8.3. O GPC-AFR CD03-82/61 005-08S 07-08-82 01 MATERIALS ~ POSSIBLE LOSS OF SPEC. I2AE01, TRACEABILITT OF AGGREGATE REV. 3 (7 SAMPLES. I2AE02, REV. 2 X2AE03, REV. 1 X2AB06, REV. (' 3, X2AE07, REV. 2 SQVDL-S&D ( DOCUM. GPC-4FR CD02-77/3 006 08-24-77 01 REBAR & CADWELD - MATERIALS - GPC PROCEDURE ( STEEL DOES NOT MEET SPEC. CD-T-D2, SECT. E3, PAGE 12 () GPC-AFR CD-03-82/61 006-DEF 07-08-82 01 MATERIALS - CONFLICTING SPEC. I2AP01. 6 SPECIFICATION AND PROCEDURE REW, 45, PARA. REQUIREMENTS. 3 6.4 F.I 10 PARA II. A THROUGH D. O GPC-AFR CD02-77/3 007 08-24-77 01 REBAR & CADWELDS - MATERIALS - GPC PROCEDURE STEEL STORED ON GROUND CD-T-02 SECT. E.6, PAGE 12.
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c O O O O e PaEe No. 2 02/27/85 r MODULE 08 GPC QA AND NRC FINDINGS ORGANI2ATION AUDIT NUMBER FINDING NUMBER LEVEL DATE MODULE SUBJECT
============ ============ REMARES
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(' GPC-AFR CD03-82/61 007-DEF 07-08-82 OI MATERIALS DC-A-06 REV. DESIGN 5 PARA. VIIA. (~ DDC - FAILURE TO REVIEW BULE 10CFR50 APP. MATERIALS DOCUMENTATION B. CRITERIA ( VII, VIII. IVII. GPC-AFR CD03-82/61 008-DEF 07-08-82 01 Q. A. RECORDS ( DC-A-06 REV. MTE - FAILURE TO STORE Q. A. 5 PARA. VII G. RECORDS IN VAULT. ( GPC-AFR CD03-77/4 009 09-15-77 01 CONCRETE INSPECTION - POUR CD-T-02 10CFR50 CARD MUST BE COMPLETED BEFORE APP. 8 PLACEMENT. I GPC-AFR CD03-77/4 OIO 09-15-77 01 CONCRETE INSPECTION - CD-T-02 r SIGNATURES ON POUR CARDS. 10CFR50 APP. B. GPC-AFR CD-02-77/8 012 12-07-77 01 ( REBAR & CADWELDS - MATERIALS - CD-A-01 PARA. MATERIAL NOT PROPERLY STORED. 7.2.F.ii. 7.3.b. t GPC-AFR CD02-77/8 013 12-07-77 01 REBAR & CADWELD - TRAINING AND GD-A-02 PARA. QUALIFICATIONS - 5.3. QUALIFICATIONS CARDS TO ( INSPECTORS. GPC-AFR CD02-77/8 014 01-13-78 01 REBAR & CADWELD - O.A. RECORDS GD-A-02 PARA ( - MAINTENANCE OF QUALIFICATION 5.4. RECORDS. ( GPC-AFR CD03-82/79 015-D2F 07-15-82 01 INSPECTION - MECHANICAL AND CD-T-02 SECT ELECTRICAL AREA ENGINEERS DO VI.B.8 R-10. NOT REVIEW DR'S PRIOR TO ( CONCRETE PLACEMENT. GPC-AFR CD-03-82/79 016-DEF 07-15-82 01 FAB. & INST. - REJECTABLE CD-7-02 SECT ( SLUMP TESTS FOR 1*-0" CONTROL ! VI.D.. R-10 BUILDING WALL POURS HAVE BREN FPCN 842 ACCEPTED. ( GPC-AFW CD03-82/79 016-0B5 07-15-82 01 INSPECT.. NO ACTION TAKEN ON MOC-I-03 RECOMMENDATIONS MADE DURING (DESETOP INSTR. t. PREVIOUS AUDIT RELATED TO DISCONT. W/THIS REFERENCING DESETOP AUDIT) C INSTRUCTIONS ON POUR CARDS. CJJ-AFR CD02-78/2 020 02-20-78 01 REBAR & CADWELD - MATERIALS - CD-T-02 REBAR STORAGE ON GROUND C C .
r Page No. 3 02/27/H5 i MODULE 01 Gr4 QA AND N EIC FINDINGS ORGANIZATION AUDIT NUMBER FINDING NUMBER LEVEL DATE MODULE SUBJECT REMARKS
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GPC-AFR CD02-78/2 021 02-20-78 01 REBAR & CADWELD - MATERIALS - CD-T-02 REBAR STORAGE BY HEAT. i' GPC-AFR CD02-78/2 022 02-20-78 01 REBAR & CADNELDS - MATERIALS - CD-T-02 STORAGE PROBLEM - CADNELD (' 08-07-78 01 CONCRETE - INSPECTION - WOGTLE FPM GPC-AFR CD03-78/4 026 ADEQUATE DOCUMENTATION OF SPEC. 22AP01, f INSPECTIONS. 10CFR50 APP. B. CPC-AFR CD03-78/4 027 08-07-7M 01 CONCRETE - MATERIALS - V0GTLE FPM (% AGGREGATE SOURCE TEST CERT. SPEC. I2AP01, i 10CFR50 APP. B (' GPC-AFR CD03-78/4 028 08-07-78 01 CONCRETE - MATERIALS - USE OF SPEC. 22AP01 T TRUCE TRIP TICERTS. SECT. C3.1.6.3.3, 10CFR50 APP.
- 8.
029 09-22-78 01 REBAR AND CADNELDS - MATERIALS 10CFR55 APP. B ' GPC-AFR CD02-78/7
- NO ISSUE CONTROL VII
( GPC-AFR CD02-82/Il5 035-DEF 09-23-82 01 FAB. & INST. CD-T-06, REV. T INSPECTION - FAILURE TO 5 PARA. V.G.I. DOCUMENT CRANGES IN CONTROLLED ( PROCEDURE. 7 OPC-AFR CD-03-78/9 036 10-12-78 01 CONCRETE - INSPECTION GPC PROCEDURE (~ PREPLACEMENT INSPECTION WAS CD-T-02 6.1.4 i NOT CORRECTED. ( GPC-AFR CD03-78/10 039 11-01-78 01 CONCRETE FAB. & INSTALLATION - 22AP01 - 1 MOISTURE CONTENT AFFECTS C3.1.45 NATER-CEMENT RATIO. ( I GPC-AFR CD03-78/10 040 11-01-18 01 CONCRETE - FAB. & INSTALLATION E2AP01 -
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O O O O O O O PmEe No. 4 02/27/85 MODULE Of GPC QA AND NRC I'INDINGS ORGANIZATION AUDIT NUMBER FINDING NUMBER LEVEL DATE MODULE SUBJECT REMARES
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GPC-AFR CD-03-79/20 077 07-05-79 OI CONCNETE - INSPECTION - CD-7-Ol. ANSI N IMPROPER SIGN OFF ON POUR 45.2.9 CARDS. GPC-AFR CD-03-79/20 078 07-05-79 01 CONCkETE - INSPECTION - PROCEDURE PREPLACEMENT INSPECTION CD-T-02 REV. 7 PROBLEM. ( GPC-AFR CD-03-79/20 079 U7 05-79 01 CONCRETE - INSPECTIONS - LACE PROCEDURE OF INFORMATION. CD-T-02 REV. 7 ( GPC-AFR CD-03-79/20 080 07-05-79 Ol CONCRETE - INSPECTION - V0GTLE Q.A.M. PREPLACEMENT INSPECTION ( GPC-AFR CD-03-79/20 081 07-05-79 Of CONCRETE - DOCUMENT CONTROL - PROCEDURE REVIEW OF CIVIL NCR - CD -T-02 REV. CONCRETE. T. ( GPC-AFR CD-02-79/28 092 10-03-79 01 REBAR & CADWELD - INSPECTION. USNRC REG. GUIDE I.10 C GPC-AFR CDG3-80/04 100 02-06-80 01 CONCRETE - 0 A RECORDS - AN!! INCOMPLETE DOCUMENTS. N45.2.9.3.2 ( CD-T-02 V.C.2.4 ( GPC-AFR CD-03-80/04 101 02-06-80 01 CONCRETE - 0A RECORDS - ANSI M45.2.9 - MISSING TEST REPORTS. 78 PROCEDURE GD-T-01. ( GPC-AFR GCD-08-80/08 104 02-27-80 01 CONCHETE - QA RECORDS POUR V0GTLE QAM, CARD COMPLETEMPSS AND FILING SECTION 5 ( PARA. 5.1. GPC-AFR GD-Ol-80/08 105 02-27-HO 01 CONCRETE - INSPECTION - POUR 10CFR50 APP. ( CARD DOCUMENT CONTROL. 8 CRITER10N aval. ( GPC-AFR CD-02-80/10 106 03-04-80 01 REBAR & CADWELDS - DOCUMENT CD-7-06 CONTROL - CADWELD SPLICING I. D. 8 & DRAWING AGREEMENT C GPC-AFR CD-02-80/10 107 03-04-80 01 REBAR & CADWELDS - DOCUMENT ANSI N45.2.5 CONTROL - RETRIEVABILITT OF SPEC. X2A?02 (p CADWELD TEST CTCLE. C3.5 GPC-AFR SV-08-80/16 121 04-21-80 01 REBAR & CADWELDS - M7TERIALS - ANSI M45.2.2 () DIRT AND DEBRIS ON REBAR. N45.2.3 GPC-AFR MD-13-BL/19 122 05-05-80 01 RERAR & CADWELDS - MATERIALS SPECIFICATION C X2AG06 ANSI M45.2.2 O
- r. . .
s f PeBe No. 5 02/27/85 j (' MODULE 01 GPC QA AND NRC FINDINGS (' ORGANIZATION AUDif NUMBER
============ ============
FINDING NUMBEN LEVEL
============== ======
DATE
=s==
MODULE
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SUBJECT REMARES {
======= =======
C GPC-AFR CD-03-80/29 133 06-19-80 01 CONCRETE - TRAINING & CTP-T-01, REV. QUALIFICATIONS, LAPSE VISUAL i (' CERTIFICATION $ GPC-AFR CD-03-81/02 162 01-12-81 01 CONCRETE - MATERIALS DOCUMENT ANSI N45.2(71), ( REVIEW PROGRAM FOR CONCRETE SECTION 17 MATERIALS. GPC-AFR CD-03-81/02 163 01-12-81 01 CONCRETE - MATERIALS - ANSI N'5.2(71). CERTIFICATION OF CONCRETE SECTIOh 5. ) MATERIALS. j r 1 GPC-AFR CD-03-81/02 164 01-12-88 01 CONCRETE - DGCUMENT CONTROL - ANSI N45.2(71), REVIEW PAST RECORDS ON SECTION 5. ( RECEIVED MATERIALS. i l GPC-AFR CD-02-81/18 183 03-19-88 01 REBAR & CADWELL - INSPECTION ANSI M45.2.5 f SPECIFICATION I E2AP01 C3.5 BRICO CATALOG i ADO. 1 GPC-AFR CD-03-81/19 184 C3-27-01 01 CONCRETE - DESIGN - FCB'S WERE FIELD PROCEDURE ( CLOSED VIA " WORK COMPLETE" DC-A-03, SECT. T INSTIAD OF SIGNING BLOCE 18. V.B.2.b.3. (' GPC-AFR CD-03-81/19 185 03-27-81 01 CONCHETE - DESC. CONTROL - 10CFR50, APP. 1 INCORPORATE BLOCE-OUTS ON B, CRITERIA V DRAWINGS. GPC-AFR CD-03-81/20 186 04-04-81 01 CONCRETE - FAB & INSTALLATION ASTM C94
- CONCRETE NOT BEING PLACED
() WITRIN THE TIME LIMITS. 1 GPC-AFR CD-03-81/20 187 04-04-81 01 CONCRETE - FAB & INSTALLATION E2AP01 C3.2 (- - DRTPACE - CONCRET1 REPAIR & ' VIBwATION ( GPC-APR CD-02-81/44 218 06-12-81 01 REBAR AND CADWELL - I2APOI REV. 37, a QUALIFICATIONS DIV. C3.p.C357C8 ( ANSI , N45.2.9P3.2.1 & 3.2.6. GPC-AFR CD-02-81/44 219 06-!2-81 01 REBAR & CADWELL - MATERIALS SPEC. 22AP01 REV. 37 DIV () C3, PARA C3.4.5.1, ANSI
)
N45.2.2 PARA. ( ) h h:b 3 h
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PKge No. 6 02/27/85 ( MODULE 01 GPC QA AND NRC FINDINGS ( ORGANIZATION AUDIT NUMBER FINDING NUMBER LEVEL DATE MODULE
===3======== ============
SUBJECT REMARES
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f GPC-AFR CD-02-81/68 252 08-31-81 01 REBAR & CADWELL - MATERIALS ANSI M45.2.3 "ROUSBCLEANING" C GPC-AFR CD-03-81/74 257 09-29-81 01 CONCRETE - DESIGN - NO RECORD CD-T-02 REV. OF HIGR/ LOW TEMPERATURE OR 9 PARA. IV.5.4 C) TnAT RESLT TIMER RAS mEEN RESET. () GPC-AFR CD-03-81/74 258 09 29-81 01 CONCR;TE - DOCUMENT CONTROL - IOCFR50 APP. B. RECORDS WERE NOT COMPLETE. CRITERION V. () SPEC. 32A01 SECT. C3.6 5 C-FCRB-1847, 1856, 1864. O , GPC-AFR CD-03-81/74 259 09-29-81 01 CONCRETE - FAB. & INSTALLATION CD-7-02 REV. ( - CRANGING PROCEDURE OF MIXING 9 PARA. GROUT Will.A.4.h 7 GPC-AFR CD-03-82/07 276 01-19-82 01 CONCRE'". - TRAINING 10CFR50 APP. (? B. CRITERIA IVI '4 GPC-AFR CD-02-82/30 279 02-25-82 01 REBAR & CADWELD - FABRICATION SPEC. X2APOI. () SECT. 3.5 9EV. 5 5 () p.C3.5.7.D.I. C3.5.7.D.13, 5 CD-7-06 SECT. C V.O.6.8. g GPC-AFR CD-02-82/65 303 06-01-82 OI RBsAR & CABWELL TESTING. I2AP01 C.3.5.6.B.3 4
&5 R/6 i GPC-AFR CD-02-82/65 304 06-01-82 di REBAR & CADWELL INSPECTION PROC. CD-T-06 REV. 4 PVE 3 & 1 4 SPEC.
( I2AP01. SEC. C3.5, REV. 6 P. C3.5.7.D.12. () GPC-AFR CD-02-82/65 305 06-03-82 01 RESAR & CADWELL TESTING X74P01 C3.5.6.3.3.6.. O R/6 GPC-AFR CD-03-82/61 310 06-07-82 01 CONCRETE - DESIGN 12AB01. REV. 3 X2AB02 RET. 2, G X2A503 REV. 1
- 32AB06 REv. 3 32AE07 REV. 2 Si 1
AIL ARE SOVDL - () 86D DOCUMENTS C)
- JL_ -
( Page No. 7 02/27/85 ( MODULE 01 GPC QA AND NHC FINDINGS (~ ORGANIZATION AUDIT NUMBER FINDING NUMBER LEVEL DATE MODULE SUBJECT REMARES f ============ ============ ============ = ====== ==== ====== ======= ======= l f GPC-AFR CD-03-82/61 312 06-07-82 01 CONCRETE - TESTING 10CFR50, APP. 8 ( GPC-AFR CD-03-82/61 313 06-07-82 01 CONCRETE - M&TE 10-CFR50 APP. l 8, CRIT. EII f GPC-AFR CD-03-82/79 319 06-30-82 01 CONCRETE - QA RECORDS - DESIGN 10CFB-50, APP. f 8 CRITERIA l Evil. PSAR, (' SECT. 17.1.17 GPC-AFH CD 03-82/84 325 07-13-82 01 CONCRETE - FABRICATION SPEC. 82AP01 ( SECT. C3.2.5.I.2 i GPC-AFR CD-03-82/104 337 08-13-82 01 CONCRETE - FAB. & INSTALLATION FIELD PROCEDURE ' CD-T-17 V.C. I GPC-AFR CD 03-82/125 363 10-21-82 01 CONCRETE - M&TE CD-T-02/R/It. FPCN 048 { GPC-AFR CD-03-82/125 364 10-21-82 01 CONCRETE - M&TE ANSI ' N45.2.5-78, SECTION 2.5.2 O 3 GPC-AFR CD-03-83/03 394 11 01-24-83 01 CONCRETE INSPECTION - QA ANSI M45.2.9, RECORDS PARA. 5.6 ( ' GPC-AFR CD-03-83/03 395 11 01-24-83 01 CONCRETE INSPnCTION ANSI N45.2, SECT. II, SPEC. (f E2AP01, SECT. C3.2.5.04 ( GPC-AFR CD-03-63/03 435 Ill 01-24-83 01 CONCRETE - INSPECTION FIELD PROCEDUNE GD-T-12 ( GPC-AFR CD-03-83/56 454 III 06-20-83 01 CONCRETE - DOCUMENT CONTROL PROCEDURE CD - 0 2111 b , ANSI ( M45.2.9.3.2.1. GPC-AFR CD-03-83/56 455 Ill 06-20-83 01 CONCRETE - 0 A RECORDS ANSI M45.2.5, (' 8.2.1, ACI 214, ACI 318.
- p. GPC-AFR CD-02-83/59 469 II 06-27-83 01 CADWELD - M&TE F. P. GD 01, REV. 9, SECT.
5.1.1. C GPC-AFR CD-02-83/59 470 111 06-2's-83 01 CADWELD - Q.A. FIELD PROCEDURE CD-T-06 REV. C c G G G G G ' ~ W ' O . _ - - - - --- _ _-- _ - _ __ - --- J
O O f Pete No. 8 02/27/85 MODULE Of CPC 04 AND NRC FINDINGS
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ORGANIZATION AUDIT NUMBER FINDING NUMBER LEVEL DATE MODULE SUBJECT REMARES
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GPC-AFR CD-03-83/80 495 08-22-83 01 II CONCRETE MATERIALS - BITUTNENE SPEC. X2APOI, STORAGE. SECT. C6.1, ( REV. 5 PARA. C6.1.3C, AFR337 (' GPC-AFR GD-06-83/81 500 III 08-26-83 01 CONCRETE - M&T.E./ DESIGN FIELD PROCEDURE GD-A-04 REV. (' 7 SECT. 5.2 & 5.7 GPC-AFR CD-02-83/84 514 II 09-08-83 01 REBAR & CADWELD - MATERIALS FIELD PROCEDURE ( CD-T-06, REV. 6 PARA. V.5.3.s GPC-AFR CD-02-83/84 515 III 09-08-83 01 REBAR & CADWELD - Q. A. FIELD PROCEDURE RECORDS CD-7-06..REV. 6 PARA. V.D.2. GPC-AFR CD-07 i13/84 516 III 09-08-H3 01 REBAR & CADWELD - O. A. FIELD PROCEDURE RECORDS. CD-7-06 REV. 6 PARA. V.B.I.b. ( 10CFR50, APP. t 5 CRITERION IVII. C GPC-AFR CD-03-83/98 520 II 10-05-83 01 CONCRETE - DOCUMENT CONTROL PROCEDURE: GB-T-12.R/5, (f FPCN 86/OC GPC-AFR MD-14-83/Il0 537 111- 11-14-83 01 RESAR (MISC. STEEL) - DOCUMENT INSTRUCTIONS, ( CONTROL PROCEDURES AND DRAWINGS. ( GPC-AFR MD-14-83/Il0 538 III 11-14-83 31 RESAR (MISC. STEEL) - DESIGN AE2D94V019, C-FCRS-8979. I ( GPC-AFR CD-02-83/II7 549 II 12-13-83 01 REBAR & CA9 WELD - MATERIALS - FIELB PROCEDURE j POWDER STORAGE CD-7-06 REV. ) 7 PARA V.D.3.e C GPC-AFR CD-02-83/Il7 550 III 12-13-83 01 REBAR & CADWELD - MATERIALS - 10CFR50, APP. CONTROL 5.. CRITERION () IVI ) GPC-AFR CD-03-84/03 571 II 01-16-84 01 CONCRETE - M&TE 10CFR50 APP. i () 3., CRITERION 4 III. l () 6)
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i 5.2 NRC INSPECTIONS A total of 69 NRC inspections has addressed reinforced concrete structures and has resulted in 14 violations. NRC inspection coverage and findings are summarized as follows. As with GPC QA audits the NRC inspections and findings were O. reviewed and categorized into one or more of nine different areas. Inspection Number of Area Frecuency Findings Design 24 2 , i Materials 19 2 l Training & Qualification 7 0 Fabrication 56 5 Inspection 31 1 l Testing 36 4 Measuring & Test 10 1 Equipment Document Control 2 0 QA Records 13 2 l l All NRC inspections are found in the audit matrix at the end of I this section, and the violations are in the findings matrix. NRC violations are circled while all others are inspector followup items, unresolved items, or licensee-identified items assigned a tracking number by the NRC. The two areas noting the most violations were fabrication with five violations and testing with four violations. The fabrication findings were three for improper concrete l consolidation, one for the unauthorized placement of reje;ted I concrete, and one for improper cold weather protection. The testing findings were one for failure to sample fresh ,~ concrete, one for failure to test for compressive strength, one l# for failure to calibrate fine aggregate test sieves and one for l establishing a cadweld tensile testing program based on the inspector instead of the cadweld operator's work. Finding in these t,wo areas in addition to the others appear to be isolated ocurences or programs established to an incorrect interpretation of a code. 0022a
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