ML20107H518
| ML20107H518 | |
| Person / Time | |
|---|---|
| Site: | Palo Verde  |
| Issue date: | 12/31/1984 |
| From: | Copeland J, Gerber T, Giannuzzi A STRUCTURAL INTEGRITY ASSOCIATES, INC. |
| To: | |
| Shared Package | |
| ML17298B926 | List: |
| References | |
| SIR-84-037, SIR-84-37, NUDOCS 8502270180 | |
| Download: ML20107H518 (173) | |
Text
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SI Report No. SIR-84-037 Revision 0
,r SI Project No. APS-01 l December 1984 i
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P AN ASSESSMENT OF BOLTING INTEGRITY AT PALO VERDE NUCLEAR GENERATING STATION UNITS 1, 2 AND 3 Prepared for Arizona Public Service Company Prepared by Structural Integrity Associates San Jose, California Prepared by: *[b JZ Date: /2 Y J. F. Copeland '
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A. JV Giannuzzi Reviewed by: L T. L.~Gerber L Date: /2/N/4V Approved by: '
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40!6 "df#M Date: /2 //f/
P. C. Rictardella
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REVISI0N CONTROL SHEET SECTION PARAGRAPH (S) DATE REVISION REMARKS All All 12/19/84 0 Initial Issue e
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TABLE OF CONTENTS Page
1.0 INTRODUCTION
AND
SUMMARY
................. 1-1
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1.1 Background . . . . . . . . . . . . . . . . . . . . . . 1-1 1.2 Summary ....................... 1-6 2.0 PLANT EXAMINATION . . . . . . . . . . . . . . . . . . . . . 2-1 2.1 Unit 2 Containment . . ................ 2-1
, 2.2 Calibration Room . . . . . . . . . . . . . . . . . . . 2-2
! 3.0 PALO VERDE DOCUMENT REVIEW ......... ...... 3-1 3.1 NRC CAT Findings . . . . . . . . . . . . . . . . . . 3-1 3.2 Deficiency Evaluation Reports ............ 3-1
.t 3.3 Specifications and Procedures ............ 3-2 3.4 CMTRs ........................ 3-3 3.5 Hardness Studies . . . . . . . . . . . . . . . . . . . 3-3 3.6 Torquing Studies . . . . . . . . . . . . . . . . . . . 3-4 4.0 Overtorquing Review and Evaluation ..... ....... 4-1 4.1 Potential Failure Mechanisms . . . . . . . . . . . . . 4-1 4.2 Hardness Threshold for SCC . . . . . . . . . . . . . . 4-1 4.3 Overload Analysis .................. 4-2 4.4 Fatigue Analysis . . . . . . . . . . . . . . . . . . . 4-5 4.5 Palo Verde Data Base . . . . . . . . . . . . . . . . . 4-7 4.6 Overtorquing Conclusions . . . . . . . . . . . . . . . 4-9 5.0 UNDERTORQUING REVIEW AND EVALUATION . . . . . . . . . . . . 5-1 5.1 Potential Failure Mechanisms . . . . . . . . . . . . . 5-1 I
5.2 Fatigue Evaluation for Palo Verde ... ....... 5-1 5.3 Undertorquing Conclusions .............. 5-2 6.0 DOUBLE-NUTTING REVIEW AND EVALUATION ........... 6-1
7.0 CONCLUSION
S . . . . . . . . . . . . . . . . . . . . . . . . 7-1
8.0 REFERENCES
........................ 8-1 APPENDICES APPENDIX A NRC IE Information Notice No. 82-06 and NRC IE Bulletin No. 82-02
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APPENDIX B Palo Verde Unit 1 High Strength Bolt Torque Check for Critical Frictior. Fasteners APPENDIX C Palo Verde Unit 2 High Strength Bolt Torque Check for Critical Friction Fasteners
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APPENDIX D Palo Verde Unit 3 High Strength Bolt Torque Check for Critical Friction Fasteners APPENDIX E Torque Coefficients Measured by Bechtel for Bolts in Various Conditions
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APPENDIX F Palo Verde Unit 1 Preload Calculations for Nuts Measured as Greater than 300 Rotation from Requirement APPENDIX G Palo Verde Unit 2 Preload Calculations for Nuts Measured as Greater than 300 Rotation from Requirement APPENDIX H Palo Verde Unit 2 Preload Calculations Based on Restart Torque APPENDIX I Palo Verde Unit 3 Preload Calculations for Nuts Measured as Greater than 300 Rotation from Requirement APPENDIX J Palo Verde Unit 3 Preload Calculations Based on Restart Torque APPENDIX K Range of Vibration Stresses in Anchor Bolts for Rotating Equipment and Actual Vs. Allowable Loads in Equipment Anchorage and Structural Steel Joints (Per Bechtel Ref. 4).
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LIST OF TABLES
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Taale Title Page 4-1 Palo Verde 1 Torque Check Statistics for Critical Friction Fasteners (Units are Fraction of Turn and No. of Nuts Checked) 4-10 3
4-2 Palo Verde 2 Torque Check Statistics for Critical Friction Fasteners (Units are Fraction of Turn for Nut Rotation and Ft-Lb. for Torque, and No. of Nuts' Checked) 4,11 4-3 Palo Verde 3 Torque Check Statistics for Critical Friction Fasteners (Units are Fraction of Turn for Nut Rotation and Ft-Lb. for Torque, and No. of Nuts Checked) 4-12 5-1 Predicted Fatigue Resistance for Palo Verde Bolting 5-3 I_
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LIST OF FIGURES Page Figure 4-1. SCC Threshold Data for Bolting Steels in Aqueous Chloride Solutions (Ref. 12) 4-13
. Figure 4-2. Yield Strength as a Function of Hardness for 4340 and 41XX Bolting Steels (Ref. 12) 4-14 Figure 4-3. Basic Concepts in the Loading of Bolted Connections T (Ref. 2) 4-15 Figure 4-4. Illustration of Loading Effects in Bolted Con-nections (Ref. 2) 4-16 Figure 4-5. Distribution of Measured Nut Rotation Deviations from Requirements for Palo Verde 1 4-17 Figure 4-6. Distribution of Measurad Nut Rotation Deviations from Requirement s for Palo Verde 2 4-18 Figure 4-7. Distribution of Measured Nut Rotation Deviations from Requirements for Palo Verde 3 4-19 Figure 4-8. Distribution of Calculated Preload Stress / Min. UTS for K = 0.11 at Palo Verde 2 4-20 Figure 4-9. Distribution of Calculated Preload Stress / Min. UTS for K = 0.16 at Palo Verde 2 4-21 Figure 4-10. Distribution of Calculated Preload Stress / Min. UTS for K = 0.20 at Palo Verde 2 4-22 Figure 4-11.
Distribution of Calculated Preload Stress / Min. UTS for K = 0.43 at Palo Verde 2 4-23 Figure 4-12. Example of Load Vs. Torque Variation Under Con-trolled Laboratory Conditions from Another Study (Ref. 1) 4-24 Figure 4-13. Example of Load Vs. Restart Torque Measured on Field-Installed Bolts from An ther Study (Ref. 1)
, 4-25 Figure 4-14. Effect of the Torque Coefficient on Principal Stress / Min. UTS During Preload to 1/2 Turn, Showing Potential for Overload failure During Preload 4-26 Figure 4-15. Palo Verde Bolt Stress Relaxation as a Result of Removing Torquing Shear Stress 4-27 Figure 5-1. Calculated Fatigue Margins at Palo Ver de for High
- Cycle Fatigue Vibrations with an Assumed Actual Stress Range of 3 Ksi and Zero Preload While at Maximum Working Stresses (v l/3 UTS) 5-4 vi STRUCTUIUH.
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LIST OF FIGURES (Continued)
Page Figure 5-2. Effect of Nut Rotation Deviation from a Require- 5-5 ment of 1/2 Turn on Preload Stress / Min. UTS for Various Torque Coefficients L
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1.0 INTRODUCTION
AND
SUMMARY
1.1 Background
Threaded fasteners are utilized in widespread and varied applications in nuclear power plants. Fasteners are used in vessel internals applications, as pressure boundary closures and as structural fasteners in power plants.
They are used in a variety of environments ranging from the high temperature, high pressure primary water nuclear environment to the ambient temperature p industrial environment associated with auxiliary equipment remote from the nuclear reactor containment. The performance of fasteners used in nuclear power piants has been excellent, in general. However, the persistent nature of modest numbers of failures in recent years has prompted the industry to examine more closely the potential failure mechanisms associated with threaded fasteners and to provide recomendations regarding actions which may be undertaken to minimize failures. Because of concerns raised in this area, an assessment of bolting integrity at Palo Verde Nuclear Generating Station Units I, 2 and 3 was performed, as documented in this report.
The problem of fastener failures in nuclear power plants is not a single issue but represents several distinct areas of concern. Issues which must be addressed include: (1) failures of fasteners used in vessel internals such as plenum, tiiermal shield and core barrel fasteners, (2) failures of primary pressure boundary fasteners due to boric acid wastage or stress corrosion cracking, (3) failures of structural fasteners resulting from stress corro-sion cracking, and (4) failures of fastener s due to poor installation practices associated with improper lut,rication or improper torquing.
The issue of fastener failures has received widespread attention by the
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industry, by vendors of fasteners and equipment, by the Electric Power Research Institute (EPRI) and by the Nuclear Regulatory Commission (NRC).
Significant attention has been given to the fastener problem in nuclear j' plants since 1980, when, following the corrosion problems observed at the Fort Calhoun nuclear plant with pressure boundary closures, the NRC issued an Information Notice No. 80-27 on June 11, 1980, to all PWR owners regarding i
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the potential for boric acid corrosion wastage of pressure boundary bolts.
The Institute for Nuclear Power Operations (INPO), following their indepen-dent studies of fastener failures issued a Significant Operating Experience Report (SOER-81-12) on June 24, 1981, re-emphasizing the need for careful
_ inspection of all pressure boundary bolts because of the boric acid concerns.
In 1982, following the observation of stress corrosion cracking in steam
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generator manway studs, the NRC issued another Information Notice (No. 82-
- 06) on March 12, 1982, and later on June 2,1982, the NRC issued an Inspection and Enforcement Bulletin (No. 82-02), regarding the boric acid wastage and stress corrosion cracking concerns associated with pressure boundary clo-sures. Copies of Notice 82-06 and Bulletin 82-02 are attached as Appendix A to this report. Subsequent to the issue of the I&E Bulletin, the NRC identified the fastener failure issue as a generic safety issue affecting all light water reactor types and requiring significant action (Unresolved Safety Issue, B-29). These items illustrate that considerable attention is being directed toward pressure boundary closures, through regulatory chan-nels.
The industry, vendors and EPRI have also been actively addressing the issue of fastener degradation in nuclear power plants. In addition to the SOER issued by INP0 in 1981, EPRI has embarked upon research programs which address and scope the problems associated with fasteners for vessel internals as well as the primary pressure boundary cracking concerns.
Westinghouse, Combustion Engineering and Babcock and Wilcox Owners Groups have supplemented the EPRI efforts by additional programs directed at resolving the material-environment degradation issues associated with fast-ener failures at nuclear power plants. The NRC funded a literature search performed by Lawrence Livermore National Laboratory which has identified thresholds for stress corrosion cracking of structural bolts in aqueous environments and in industrial environments.
As a result of the major research efforts underway to identify and eliminate
_ sources of fastener degradation in nuclear power plant application, much is understood about the problem and mitigating actions are readily at hand to reduce or eliminate many of the concerns. For example, the stress corrosion f ailures of core internals fasteners has spawned research programs which staucrmua 1-2 INTEGRITY ASSOCIATESINC
.l have resulted in development of better alloys or improved heat treatments which will reduce or eliminate materials susceptibility in this environment.
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In addition, recommendations have been made regarding materials or heat treatment changes, lubrication and sealant changes, and design modifications to reduce problems associated with boric acid wastage and stress corrosion cracking of pressure boundary and structural fasteners. Research programs are ongoing at EPRI and in utility owners groups to further define limits of applicability of fasteners and margins associated with the use of fasteners in critical component application.
The issue of overtorquing and of undertorquing has similarly received much attentio'n in the nuclear power industry. As a result of structural fastener failures at Prairie Island, at Midland and at Palo Verde nuclear stations, p failure analysis studies were undertaken to examine the causes of the t failures, determine the extent of the problem and provide remedial actions to mitigate the phenomenon. Major sampling studies were performed at Midland and at Palo Verde on structural bolts. The Midland study consisted of hardness measurements of approximately 6000 structural bolts to determine the population of fasteners which had not met the requirements of the procurement material specification. The survey revealed that while only a small number of fasteners were overly hard (approximately 1%), many were overly soft. This observation illustrated why some fasteners fail immedi-ately during torquing. The overly sof t fasteners are overloaded, the overly hard fasteners fail by stress corrosion cracking (or hydrogen embrittle-ment). A significant study was also performed at Palo Verde examining
, pretorquing in critical structural fasteners used inside containment. The results of that study are examined in depth in this report and in part form the basis of the report findings.
As stated above, the problem of fastener failures is not a single issue but a combination of issues involving stress corrosion cracking; general corrosion and wastage, and installation concerns. The issues of stress corrosion cracking and general corrosion and wastage have been examined in depth in other studies and continue to be examined in owners groups and in
\_ EPRI sponsored programs. The installation concerns have been addressed in I
other programs and are the focus of this Palo Verde report.
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_ The objective of this study was to examine the reliability of all structural fasteners at the Palo Verde Nuclear Generating Station for the three units under construction. However, due to access limitations and since the vessel internals fasteners are already quality checked within the ASME Section III, class NG component requirements, these fasteners were not included in this
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study. Likewise, the ASME Section Ill Class 1 pressure boundary fasteners are pressure leak checked and fall under the subsequent inspection require-ments of the NRC Inspection and Enforcement Bulletin 82-02. Therefore, these fasteners were consider?d to be already checked (or will be checxed) as to their structural reliability.
Consequently, the study performed for Palo Verde regarding bolting integrity focused on the structural fasteners used at the power plant. Because of the extensive programs already performed at Palo Verde examining the structural reliability of critical fasteners, this study _was able to be performed as an independent review and verification study relying on the vast quantity of previously generated fastener reliability. data to provide the data base necessary to this program. It was our observation that the Palo Verde Nuclear Power Station bolting integrity verification efforts performed by the utility and by its prime contractor (Bechtel) represents the most extensive study of its type performed to date for any nuclear power plant.
f Because of the extensive nature of those previous examinations of boltin'g integrity, all necessary information was at hand to perform this independent investigation.
By limiting this study to critical structural fasteners at Palo Verde, the specific objective of this study could be defined as a study of overtolquina or unde _r_torquin% associated with the installation of structural fasteners at
_ the plant. Associated with these two major issues are the issues of double n_utting (using the second nut to prevent loosening of the first nut), the use of acid cle.an_irig with phosphoric or muriatic acid to remove corrosion products from the fasteners, and the use of lubricants in the installation of the fasteners.
Overtorquing of fasteners is generally not an operational concern (Ref.1, 2 and 3). In f act, the American Institute of Steel Construction (AISC) has no requirement on the maximum preload of fasteners. The requirement is that the STRUCTURAI.
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minimum preload be 70% of the minimum specified ultimate tensile strength of the material used. The reason no maximum preload is specified is because a 7 properly installed fastener never experiences a load as high as that experienced during installation. The reasons are as follows. First, the
_ fastener load decreases approximately two to twenty percent (as shown in the calculations later in this report) upon release of the torque wrench or tensioner. Second, thread relaxation (or load redistribution) results in reduction of preload. Compression of the lubricant or dirt also reduces preload. Finally, stress relaxation (or creep) further reduces the preload on a fastener. Consequently, an overtorqued bolt will either fail mechanically by overload during installation or it will operate at a load significantly less than the preload during service. One exception occurs in the case of overly hard bolts. These fasteners can fail by delayed cracking due to stress corrosion or hydrogen embrittlement. In general, for fasteners such as SA-193 grade 87 a hardness of approximately RC 38 is required before a fastener becomes significantly susceptible to stress corrosion cracking or l hydrogen embrittlement, in room temperature moist air. Further, this environmentally assisted cracking usually occurs quickly within hours or days of the initial installation. Any additional potential for stress corrosion due to residue from acid cleaning of bolts would also fall in this ca g ory of early failure, if at all. Any retorquing or recheck will
( obviously uncover such failures.
As observed in the Midland bolting study (and confirmed in the Palo Verde studies to be discussed in this report), the problem of structural fastener strength is typically one of overly soft fasteners, not overly hard fasteners. Consequently, the stress corrosion cracking problem is prac-tically non-existent. The great likelihood is that the fasteners will fail upon installation because of improper heat treatment (overly sof t fasteners) or excessive torquing, and not from stress corrosion or hydrogen embrittle-ment. Therefore, the overtorquing issue of structural fasteners is self-controlling. If the fastener survives installation, and if it does not fail as result of stress corrosion cracking or hydrogen embrittlement, it will not fail as a result of overtorquing.
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The problem of fastener undertorquing is a much more subtle phenomenon, difficult to detect and consequently of much greater threat to structural reliability of a component. U,ndertorquing can result from improperly calibrated equipmentm dirty _ or rusted _ bolts,_ improper _ cleaning _ improper lubrication or no lubrication used, improper threads, and human error, among other reasons. The principal result of such undertorquing is the potential reduction in the fatigue resistance and load-bearing capability of the fastener, as will be explained and investigated in this report.
Since the problem is difficult to detect and to eliminate, the major focus of this study was to investigate the likelihood of undertorquing in critical safety significant structural fasteners at Palo Verde and assess the impact of such undertorquing on design margins.
1.2 Summary The objective of this study was to assess bolting integrity at Palo Verde, Units 1, 2 and 3. Emphasis was focused on structural steel bolting, since reactor coolant pressure boundary bolting, reactor internals bolting, and component support bolting must meet ASME Code Quality Assurance requirements and is also the object of ongoing NRC studies (Appendix A).
Critical structural steel bolting was evaluated with regard to overtorquing, undertorquing, and lubrication and nutting procedures. The results of bolt hardness measurements and torquing surveys previously made at Palo Verde formed an integral part of this evaluation. The study included an examination of Palo verde, Unit 2 installed bolting and the torque wrench calibration room. Palo Verde Deficiency Evaluation Reports (DER's),
specifications an( procedures, Certified Material Test Reports (CMTRs) and NRC Construction Assessment Team (CAT) findings relating to bolting were also reviewed.
It was concluded that variation in bolt torque from specified values (American Institute of Steel Construction, AISC) was found in critical friction structural steel bolting during torque checks by Bechtel. This was especially true for Unit 2, where bolting was primarily installed by STRUCTURRI.
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calibrated torque wrenches, as compared to the " turn-of-the-nut" approach used at Unit I and air impact wrenches used at Unit 3. These deficiencies were corrected during the inspection. A review of other torque check studies
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on installed fasteners revealed that torque variations are not unusual, due to the major effects of bolt condition, lubrication, connection surface conditions, installation equipment and human error. Because of the difficulty of consistently relating bolt torque to preload, the ASME Code does not explicitly specify bolting preload and the AISC withdrew direct torque control in 1980 (Ref. 1).
The potential impact of these variations in preload, had they not been detected and corrected, was determined by assuming a range of torque /preload relationships (based on experience at Palo Verde) and computing preloads in the bolts. Calculated preloads were used to evaluate overtorquing and under torquing ramifications. Because the bolting hardness at Palo Verde is
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essentially below the threshold of Rockwell C41 (Ref.1) for stress corrosion cracking (SCC), shown in Reference 12, overtorquing is not expected to be a problem in this respect. Any potential for SCC due to acid cle3ning of bolts would also be mitigated by meeting this hardness threshold. The degree of overtorquing at Palo Verde led to the computed prediction of a certain number of bolt overload failures during torquing, which was indeed the experience.
However, these failures are readily discovered and corrected during torqu-ing. It was also computed that the t,olt stresses during torquing are generally higher than in service, because of the shear stresses imparted by the torquing operation. In a properly designed joint the bolt stress at installation is the highest stress the bolt will experience and if the bolt does not fail then, and SCC is not a concern, then overtorque will not lead to failure during service (Ref.1, 2 and 3). It is generally concluded (Ref.
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The effect of undertorquing was evaluated with regard to multiple loose bolts in a connection, and such situations were compared to typical joint design loads and fatigue stress ranges supplied by Bechtel (Ref. 4). Unit 2 had a potential problem in this area had bolt torques not been checked and i
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corrected, due to a number of connections with multiple loose bolts (shown later in this report); thus prompting a more thorough evaluation of joint
_, design margins. It was found that the typical structural steel joints-and equipment anchor bdtLwete_consetvatively_oyetdesigned by Bechtel, es-
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pecially with regard to fatigue vibrations. For tl.a designs studied, the design margins are generally about 1.5 for joint reaction loads (allowable AISC/ actual), indicating that approximately 1/3 of the bolts in such a joint could be completely loose. Note that allowable AISC loads also contain additional margins and also that such loose bolts in critical friction connections were corrected. With regard to fatigue, the typical high cycle I.i stress ranges evaluated for Palo Verde were low enough that no bolt preload was required to mitigate fatigue loadings. Thus, it is concluded that there is only a very low probability that loose bolts could cause a problem at Palo
, Verde. This conclusion is consistent with failure experience at other plants (Appendix A).
The principal double-nutting application at Palo Verde is for ASME component supports, such as pipe U-bolts. These fasteners were installed in accordance with the ASME Code paragraph NF-4725 which requires locking devices to prevent loosening during service. The Bechtel installation specification (Ref. 5 and 6) is in accordance with NF-4725. Since the function of the double-nutting is simply for locking, and not for carrying load by the second nut, the size of the outer nut is not critical. In fact, NF-4725 permits
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other means of locking, such as drilled and wired nuts and upset threads, which do not involve a second nut. Thus, the double-nutting procedures et Palo Verde are acceptable.
- In summary, because of the extensive studies, inspections, corrective actions and inherent joint design margins at Palo Verde, Units 1, 2 and 3, the bolted joint integrity is considered above-average and acceptable for '
_ service. The key points are that deficiencies in critical connections were i corrected, and that typical Palo Verde bolted connections are conservatively overdesigned.
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2.0 PLANT EXAMINATION In order to become more familiar with specific bolting installation procedures and the plant layout at Palo Verde, a day was spent walking through Unit 2 (considered representative of all three units), observing bolting installations and visiting the Bechtel calibration room.
2.1 Unit 2 Containment A tour was made of all levels inside containment at Unit 2 to observe bolting.
The following observations were made:
Critical friction fasteners were marked where checked for torque, No " finger-loose" bolts were found, Double-nutted connections were observed, where both nuts were the same size or the outer one was approximately half the thickness nf the first nut,
" Torque-Seal" markings were used in approximately 50 observed fasteners to indicate nuts checked and not disturbed, Air-impact wrench torquing of a connection, s
Torque wrench torquing of a small electrical connection, Clean appearance of connection and bolting visible surfaces in all of several thousand observed bolts.
Based on these observations, it appeared that the inspection of critical friction fasteners was thorough, and that bolting workmanship was high quality in its current condition. A very high level of attention, supervision and care was being given to the bolt torquing operations which were observed.
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2.2 Calibration Room The Bechtel calibration room was visited, and the calibration of several torque wrenches was observed. No problems were found with the procedure, and it was being closely followed. Although final calibrations were performed in strict accordance with the procedure, in the case of large wrenches quite a few attempts had to be made to achieve a smooth torquing to the final desired l
' value. This is because of the very high loads on the wrench required to reach the preload torque on large, high-strength, bolts. This could potentially lead to the undertorquing of large bolts when applying torque wrenches for actual installations, where loading can be more awkward. Evaluation of torque-checking data later in this report verifies that large, high-strength bolts installed with torque wrenches were predominantly undertorqued. The AISC (Ref. 7) recognizes variability in the use of torque wrenches and withdrew the recognition of torque control methods on August 14, 1980, except for arbitration of inspection disputes.
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e 3.0 PALO VERDE DOCUMENT REVIEW Numerous documents relating to bolting at Palo Verde were reviewed for pertinence to the issue of bolting integrity. The most relevant results of
_ this review are considered below.
3.1 NRC CAT Findings Reference 8 presents the results and responses from an NRC Construction
,- Assessment Team inspection conducted in September of 1983. This inspection raised concerns regarding undertorqued, high-strength structural steel connections. More specifically, a number of loose and undertorqued bolts were found in the Auxiliary and Containment Buildings. This resulted in Bechtel's reinspection of 100% off all accessible critical steel connections in Units 1, 2, and 3, as will be discussed in following sections of this report (Ref. 9). l 1
3.2 Deficiency Evaluation Reports A large number of Deficiency Evaluation Reports (DERs) were reviewed in order to accumulate bolting data, assess past experience, and determine the current status of bolted connections at Palo Verde. Special attention was given to the following DERs.
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DER 81 A334BD bolt cracking and hardness measurements, resulting in derating installations and hardness testing.
. DER 83-30 -
A354BD anchor bolt failure during installation, resulting in reinstallation.
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. . DER 83 One nut, rather than double-nut for locking on U-bolts, resulting in adding second nut.
. DER 83-15 -
A354BD anchor bolt failure during installation, resulting in revised torquing.
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DER 82 Type 410 martensitic stainless steel reactor coolant pump cap screw failures by hydrogen induced SCC, resulting in revised heat treatment.
DER 83 Missing bolts in Unit 3 containment building embed plates, resulting in 100% inspection of all such accessible bolts.
. DER 84-34 -
Loose bolts in safety injection tank keyways, resulting in rework and repair.
DER 84 Undertorqued bolts in safety injection tank upper seismic supports, resulting in 100% reinspection of all such accessible bolts.
The above list indicates recognition of potential problems in the bolting area, and demonstrates effective identification and resolution of nonconfor-mances, as confirmed by the analyses of this study.
3.3 Specifications and Procedures The following bolting specifications and procedures were reviewed in detail regarding Palo Verde bolting integrity.
Bechtel Specification No. 13-PM-204, " Specification for Field Fabrication and Installation of Nuclear Piping Systems for the Arizona Public Service Company Palo Verde Nuclear Generating Station Units 1, 2 and 3", Rev. 13, Feb. 23, 1984 AISC Specification for " Structural Joints Using ASTM A325 or A490 Bolts", Aug. 14, 1980.
Bechtel Procedure No. 201.1, Rev. 20 " Nuclear Pipe Hangers and Supports Installation", April 1984
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Bechtel Specification No.13-CM-320, Rev. 9, " Installation Speci-fication of Structural and Miscellaneous Steel, etc.", April 1984.
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Bechtel Procedure No. 7.0, Rev. 20, " Calibration and Control of Construction Measuring and Test Equipment", April 1984.
Bechtel Procedure No. 14.0, Rev. 19, " Approved Materials for Construction, Nuclear Compatibility", April 1984.
PVNGS FSAR Section 3.7.3.2, " Determination of Number of Earthquake Cycles", Amendment 4, May 1981.
The above documents contain no apparent deviations from acceptable and reasonable practices.
3.4 CMTRs Certified Material Test Reports (CMTRs1 for close to 50.000 bolts, with nearly 200 bolts tested to represent this sample, were reviewed for tensile
] yield strength and hardness properties. Purchase dates ranged from 1976 t
through 1984. Bolting materials included SA-193 Gr. 67, A540-823, A325, SA-i 320 Gr. L, SA-564 Gr. 630 and A490. It was found that various combinations L of minimum tempering or aging treatments (usually 11000F), hardness maximums of Rc38, and/or tensile yield strengths of less than 150 Ksi would tend to preclude concerns about SCC for these materials. Grade A354BD bolts are a special case (discussed in DER 81-14 in a preceding section) with specific hardness and loading controls as follow.
3.5 Hardness Studies Extensive hardness surveys of Palo Verde A35480 studs and bolts are documented in Reference 10, under DER 81-14. The appendices to Reference 10 include failure analyses by Bechtel and reviews and evaluations by Teledyne and by Battelle Pacific Northwest Laboratories. When four of these studs cracked during May and June, 1981, the failure mechanism was identified as SCC which resulted from excessive stud hardness (Ref. 10). Because of the
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small test sampling required by the ASTM A354BD specification, a number of nonconforming materials passed undetected. Such materials which failed by
. SCC had hardness around Rc49, far in excess of the ASTM specification requirement range of Rc33 to 38. Based on recommendations by Bechtel,
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Teledyne and Battelle, guidelines for reduced short term and long term stress allowables were implemented for fasteners with hardness outside the speci-fication limits. Bolts with hardness exceeding Rc43 were removed by saw-cutting. Those with Rc41 and 42 were simply secured with a hand-tight nut while Bechtel Engineering performed a review of all design calculations utilizing these fasteners. The reduction of long term stresses to below threshold levels for SCC (as a function of hardness) is a reasonable approach, as will be discussed later in this report.
3.6 Torquing Studies Based on the NRC CAT findings (Ref. 8), Bechtel CIP No. 551.0 (Ref. 9) required 100% reinspection of all accessible critical friction connections.
Such critical friction connections were determined by Bechtel (Ref. 8) to be limited to the Containment Buildings for Units 1, 2, and 3.
The results of such extensive measurements offer a unique opportunity to
_ evaluate installation procedures and the effectiveness of various methods (turn-of-nut, torque wrench, and air impact wrench) of applying preload. All
~
of such measured results from Bechtel data are tabulated in Appendix B for Unit 1, from micro-computer output produced in this study. Approximately half of the torque-check results for Unit ? and for Unit 3 are tabulated similarly in Appendices C and D. Fewer results were tabulated for Units 2 and 3, but they are considered to be representative of the total data base. Most of the results are, reported in terms of fraction of nut turn deviations from required torque values, although some measured break-away torque values are also reported.
~
The key point in these studies is that deficiencies were defined and corrected, within the limitations of the method. However, a thorough independent analysis of the potential impact of these deficiencies, if they had gone undetected, is also considered in the next sections of this report.
i.
3-4 STRUCTUIMI.
INTEGRITY ASSOCIATESINC
Such an evaluation is useful in explaining past experiences of bolt breakage during installation, in extending these iesults to joints and nuts which were not reinspected, and in assessing the sensitivity of preload to parameters such as torque or friction coefficients.
pg.
6 3-5 sravervan.
g ASSOCIATESINC
, 4.0 OVERT 0RQUING REVIEW AND EVALUATION
~
Overtorquing of bolts at Palo Verde is evaluated in terms of the potential failure mechanisms of SCC, overload and fatigue. The measured Palo Verde data base is assessed with respect to these mechanisms and conclusions are
[ reached.
I 4.1 Potential Failure Mechanisms Potential failure mechanisms for the Palo Verde structural steel bolting are overload, SCC and fatigue. SCC has been the most frequently observed failure mode among PWR structural steel bolting (Ref. 11). SCC generally results from overly hard and out-of-specification material, high sustained tensile stresses, and an aggressive environment developed from high humidity. High preload and the use of lubricants containing molybdenum disulfide also is suspected to contribute to SCC susceptibility (Ref. 11). It has been shown (Ref.12) that material below a hardness level of about Rc38 to Rc41 is below the threshold for SCC.
Overload failures during service are very rare, and it is generally concluded (Ref.1, 2 and 3) that if an overtorqued bolt does not fail during preloading, then it will not fail in service under proper design allowable loadings.
This is because the stresses are highest in the bolt during preload, as will also be illustrated in this report.
Fatigue failures in nuclear bolting have likewise been few (Ref.11) and are much more likely to occur in undertorqued rather than overtorqued bolts.
High preloads are recognized (Ref. 1, 2 and 3) as a very effective way of
- limiting alternating stress ranges and mitigating fatigue, as will also be demonstrated in this report.
4.2 Hardness Threshold for SCC
~
Figure 4-1 shows the threshold for SCC in low alloy bolting steels, as a function of yield strength (Ref.12). It can be seen that for yield strengths
\
4-1 STRUCTUIUU.
INTEGRITY ASSOCIATESINC
~ below approximately 150 Ksi, the SCC th> eshold is above 50 ksi(in)1/2 This corresponds to a combination of bolt load and defect size which one would not expect to find in service, and consequently SCC is not expected. As seen in Figure 4-2 (Ref.12), this yield strength level corresponds to a hardness of Rc37 for steels such as 4140 and 4340. Thus, SCC is eliminated as a concern 7
' at Palo Verde for materials with hardne.s less than Rc37 to 38. Reference 12 indicates that hardness as high as Rc41 can be tolerated, since the SCC threshold is still quite high and high stresses would be required to cause a concern. As was previously mentioned, review of CMTRs revealed bolting materials below these thresholds. In the case of DER 81-14, where out-of-f spec. A354BD studs showed higher hardnesses, the sustained stresses in these bolts were appropriately decreased to accomodate the slightly lover SCC threshold. Furthermore, as was experienced with DER 81-14, such SCC failures would have most likely already occurred and been detected during subsequent reinspections. Thus, further SCC of structural bolting at Palo Verde is not likely.
4.3 Overload Analysis The torquing data base in Appendices B, C and D was analyzed quite extensively in order to evaluate effects on bolting preload and fastener integrity. Before discussing these analyses more extensively, however, it 7
is first prudent to briefly review some basic concepts in the loading of bolted connections, as given in References 2 and 3.
Figure 4-3 illustrates the loads in a bolted connection where the terms are defined as:
P = total external load on bolted assembly Fj = preload on bolt Pb = portion of P taken by bolt Pm = portion of P taken by members Fb = resultant bolt load u
Fm = resultant load on members.
The increase in deformation of the bolt, ofb, due to Pb is given by the stiffness or spring constant of the bolt and the following equation:
STRUCTURAL INTEGRITY 4-2 N*l* *
, ddb=
(4-1)
Similarly, the decrease in compression of the connected members due to the external load P is given by:
de$m=Km (4-2)
Since 48b must equaladm when the members have not separated, then Pb g=gPm (4-3)
Also, since P = Pb + Pm, then KP b
Fb=Pb + Fj = Kb + Km + Fi (4-4) and
'- KmP Fm = Kb + Km ~
The above relationships for compression in the fastened members and tension in the bolt, due to preload and external loads, are illustrated in Figure 4-3(b).
The stiffness of the members can be approximated by 2
Km=2i[dE y (4-6) and in the bolt as i_
E Kb* (4,7) mucw=
4-3 INTEGRITY I ASSOCETSINC e
where j d = bolt diameter E = elastic modulus
[i ] = length of the grip For the bolt and member of approximately the same material (steel), it can be seen that I
Km = 8Kb (4-8)
I l j
Now an illustration can be given to show the effectiveness of the preload in reducing the proportion of the external load which is taken by the bolt.
j Assume a preload bolt stress of 75% of the bolt minimum ultimate tensile strength (UTS), or 75% of 150 Ksi equals 112.5 Ksi, and a working stress of 1/3 UTS, or 50 Ksi. From equation (4-4), when all terms are divided by the bolt stress area, it can be seen that the resultant stress taken by the bolt is only 112.5 plus 50/9, or 118.1 Ksi. This is an extreme example since the I
working stress is near the maximum permitted by Table 2 of Reference 7.
Thus, in most cases at Palo Verde increases in resultant bolt load due to external loads would be a small fraction of the preload and would have an insignificant effect. An effective analogy is shown in Figure 4-3(c) where a fish-scale is loaded with 150 lb. (preload), blocked at that deformation, and the load removed. For an infinitely stiff block, any subsequently applied loads of less than 150 lb. will have no effect on the movement of the scale.
Furthermore, a certain amount of relaxation of preload stresses in the bolt f ~
due to removal of torquing shear stresses in the bolt is demonstrated by the Mohr's circle in Figure 4-4(a), where i
C'x = bolt tensile stress fxy = bolt shear stress, due to torquing O'1 = maximum normal tensile stress, or principal stress Sp = proof or yield stress
_ Su = ultimate tensile stress STRUCI11RAL M
.: . 4 NNE
I -
Fracture of the bolt is controlled by 6{, which is given in Reference 13 (for a uniaxial stress state) as
~
6'1 = * + (( ) + 7xy2] (4-9) where 7xy=7 (4-10) with the torque, T, being a function of the preload, the torque coefficient K, and the bolt diameter T = KFjd (4-11) l Figure 4-4(a) illustrates that significant relaxation in the bolt occurs due to removal of torsional (torquing) stresses of preload. Further relaxation occurs due to settling in of dirt and lubricants on threads and due to low temperature stress relaxation (creep).
The preceding concepts demonstrate that if a bolt does not fail during
, tightening, it should never fail by overload. This will be quantified by analysis of the Palo Verde data base, and will conversely show that a certain number of bolting failures during preload are to be expected. The main point is that overload failures during service are very unlikely for bolted joints.
4.4 Fatigue Analysis The basis for evaluating fatigue resistance in bolting is illustrated in Figure 4-4(b) for a steel with UTS=100 Ksi (Ref. 2). Basically, the fatigue endurance limit, Se, is given (Ref. 2) as:
1 Se = Ka Kb Ke Suts (4-12) 4-5 STRUCTUIULL INTEGIUTY ASSOCIATESINC
7
, where Ka = surface effect (0.73 for finish machined)
K
_ b = size effect (0.85 for less than 2" dia.)
Ke = thread root effect (0.454)
Suts = ultimate tensile strength Equation (4-12) reduces to I
l Se = .141 Suts (4-13)
Now an equation for the allowable alternating stress (Goodman Line) in Figure 4-4(b) can be derived as allow. fa = 0.141 Suts-(*^Y "[ , (4 14)
I j and used to evaluate the effects of preload on fatigue life.
l Alternating and mean stresses are defined as g Fa = max -6Inin (4-15) n O'm = max (4-16)
For alternating stresses falling above the Goodman Line in Figure 4-4(b),
fatigue failure is predicted in less than 106 cycles. For d'a below the line, fatigue failure is not probable.
i The earlier example of preload analysis and overload considerations (Section 4.3), can be extended to include fatigue considerations. From that example, the effect of preload can be seen to significantly reduce the resultant stress on the bolt caused by external loads. For the preload of 112.5 Ksi and a working stress of 50 Ksi the resultant stress on the bolt is 118.1 Ksi. Now 4-6 STRUCTUIUE.
O INTEGRITY ASSOCIATESINC
a fatigue stress range of 3 Ksi (l = a 1.5 Ksi) will be superimposed on this loading. In this case, fmax = (50 + 1.5)/9 + 112.5 = 118.2 Ksi and (min = (50
- 1.5)/9 + 112.5 = 117.9 Ksi . Thus, it can be seen that for high preload, the ef rects of realistic fatigue cycling, even superimposed on a very high working stress, are negligible. Thus, fatigue is not a concern in the case of high preload, or even overtorquing. This is a recognized fact in practice (R3f. 1, 2 and 3).
4.5 Palo Verde Data Base Although the preceding generic conclusions indicate that overtorquing is not a concern regarding bolt failures in service, a close look was also taken at the specific Palo Verde data base. In so doing, a range of torque coefficients, K, were employed to compute preload. Values of K representing different conditions of bolt lubrication are given in Appendix E and range from 0.11 for lubricated bolts to 0.43 for rusty bolts. A value of K=0.16 g represents a bolt used without lubrication, and K=0.20 is the text-book value i of torque coefficient (Ref. 3).
The statistical distributions of preload torques and deviations from specified turn-of-the-nut values are given in Tables 4-1 through 4-3 for Units 1, 2 and 3. These statistics represent the data base in Appendices B through C, discussed earlier. It can be seen that a very large number of bolts were sampled. For a typical specified turn-of-the-nut value of 0.5 turn (Ref. 7), it can also be seen that there were a number of deviations from the specified value (nut rotation =0 for cases where specification was met in Tables 4-1 through 4-3). Reference 7 does permit a 30 degree (0.083 turn) leeway in meeting the 0.5 turn requirement; thus such values in excess of 30 degrees were analyzed separately. The samples included both A325 and A490 bolts, and bolt sizes of 7/8", 1" and 1-3/8" diameter.
Distributions of the above results are shown in Figures 4-5 through 4-7 for nut rotation deviations at Units 1, 2 and 3. These figures indicate quite good adherence to the specification at Units 1 and 3, and more frequent deviations at Unit 2. This could be due to the different methods of installation predominantly used at each unit (turn-of-nut at Unit 1, torque l
NN
~
4-7 INTEGRITY l ASSOCIATESINC
wrench at Unit 2, and air impact wrench at Unit 3). Again, it is only the deviations in nut rotation of greater than 0.1 that are of concern, and all deviations were corrected.
From the standpoint of overtorquing, the torque measurements on Unit 2 are of more interest than turn-of-nut deviations (undertorque). Based on the Unit 2 torque measurements, preloads and bolt stresses were computed. Preloads were also derived from nut rotation measurements from the following equation Fj = (Fj spec.)
0.5 (0.5 - Nut Rotat.) (4-17)
The results of these preload calculations are given in Appendices F through J for Units 1, 2 and 3. Frequency distributions for Unit 2 preload stress as a ratio of minimum specified UTS are given in Figures 4-8 through 4-11 for the four torque coefficients previously discussed. A stress ratio of 0.70 is the aim of Reference 7, for preload. It can be seen in these figures that significant deviations exist from the stress ratio of 0.70. A very large effect of assumed K is also seen in Figures 4-8 through 4-11. A K of 0.11 could cause some bolt failures during preload, whereas K=0.43 (rusty bolt) would result in significant undertorquing.
t Similar results from other studies (Ref.1) are shown in Figures 4-12 and 4-13.
Figure 4-12 illustrates that significant scatter in preload can occur for a given torque, even under controlled laboratory conditions. Figure 4-
~
13 shows extremely high scatter in preload for reinspected as-installed bolts. In comparison, the results at Palo Verde Unit 2 appear reasonable.
Again, as recognized by Reference 7, torque /preload relationships are quite variable even under the best conditions.
In further considering overload failures, Figure 4-14 shows the ratio of maximum principal stress (including torque shear stresses) to minimum UTS during preload, as a function of K for nut-turn to the specified 0.5 turn. It can be seen that a number of bolts would be expected to fail during preload STRUCTURRI.
INTEGRITY ASSOCIATESINC
(ratio greater than unity), especially for low values of K. This prediction
! is mitigated by the fact that many bolts have strengths considerably in excess of the minimum specified value. Tempering this prediction is the fact that bolts which do not fail on preload will relax significantly following
~
the removal of torque. Figure 4-15 shows this effect, where the relaxation ranges from approximately 2 to 20% just from the absence of torquing shear stresses, based en the calculations in the Appendices of this report. Adding this effect to other relaxation mechanisms gives confidence that properly
-designed bolts will not fail by overload in service.
4.6 Overtorquing Conclusions Overtorquing has been shown to lead to possible bolt failures during preload.
However, because of meeting material hardness limits and because 100% of accessible critical friction joints have been checked, it is not a concern during service for Palo Verde structural steel for the most likely mechanisms considered: SCC, overload, and fatigue.
4 9
4-9 STRUN INTEGRITY ASSOCIATESINC
i , i i i i i '- '
TABLE 4-1 PALO VERDE 1 TORQUE CHECK STATISTICS FOR CRITICAL FRICTION FASTENERS (UNITS ARE FRACTION OF TURN AND NO. OF NUTS CllECKED)
~~
~ ~ -
ALL NUT ROTAT: NO. 1609.000 AVG. 0.015 MAX. 1.083 STD. O.058 NON-ZERO NUT ROTAT: NO. 268.000 AVG. O.092 MIN. O.016 MAX. 1.083
, STD. ' O.114
> 30 DEG. NUT ROTAT: NO. 59.000 AVG. O.255 MIN. 0.104 MAX. 1.083 STD. O.155 BOLT GRADE NO.
A325 958.000 A490 651.000 BOLT SIZE NO.
O.875 1070.000 1.000 41.000 1.375 498.000 g _ _ -
a
~
(" ( , i P ,
a 7
TABLE 4-2 PALO VERDE 2 TORQUE CHECK STATISTICS FOR CRITICAL FRICTION FASTENERS (UNITS ARE FRACTION OF TURN FOR NUT ROTATION AND FT-LB. FOR TORQUE, AND NO. OF NUTS C ALL NUT ROTAT: NO. 636.000 ALL NUT
' TORQUE: NO. 106.000 AVG. 0.078 (1.375 IN)
MAX.
AVG. 697.406 1.333 MAX.
STD. O.186 2550.000 MIN. 150.000 NON-ZERO NUT ROTAT: NO.
STD. 434.604 220.000 AVG. O.227 MAX. 1.333 STD. O.258 7 >30 DEG. NUT ROTAT: NO. 103.000 g AVG. O.421 MIN. O.125 STD. O.267
- BOLT GRADE NO.
A325 427.000 BOLT GRADE A490 315.000 BOLT SIZE O.875 581.000 BOLT SIZE 1.000 23.000 BOLT SIZE 1.375 ll 138.000 b
l$ , _ _ . . . ._ _.... _
, g ~~
3 , i i i ' ' ' '
TABLE 4-3 PALO VERDE 3 TORQUE CHECK STATISTICS FOR CRITICAL FRICTION FASTENERS -
(UNITS ARE FRACTION OF TURN FOR NUT ROTATION AND FT-LB. FOR TORQUE, AND NO. OF NUTS CHECKED)
ALL NUT ROTAT: NO. 504.000 ALL NUT TORQUE:NO.
AVG.
120.000 O.009 AVG. 2385.000 MAX. 0.500 MAX.
STD. 2385.000 O.043 STD. O.000 NON-ZERO NUT ROTAT: NO. 47.000 )30 DEG. NUT ROTAT NO. 11.000 AVG. O.096 AVG.
MAX. O.261 O.500 MIN. O.167
[
~
STD. O.107 STD. O.107 BOLT GRADE NO. SIZE (IN) NO.
A325 410.000 O.875 487.000 BOLT GRADE SIZE (IN) NO.
A490 214.000 1.000 17.000 SIZE (IN) NO.
1.375 120.000 l
a E
3
Yleid Strength,oy(MPa) 600 800 1000 1200 1400
'" 1600 1800 1 I I
~ I I I
~
140 - Data Legend G 4130 -Aqueous Chloride "
g 4340 Aqueous Chloride - 150 130 - 4330V & 3.5% Nacl .
V 4340 -Seawater - 140
_ 120 -
E D6AC-3.5% Nacl .
. 130 110 -
120 100 -
_ 110 g .
90 -
) 1 100{
30 , -
90 W A ~
x -
- 3 70 -
AyA A 80 gV 2 ~ A k -
3 3 A ^*
70 g j
o A
I l
^
A e
4 OM ~
& A 60 N 8
l h - 50
- a -
,A e .
30
\A , - 40 MA
. NRC - 30 i
20 -
Low Alloy Curve
[.AdA A .
~ A A - 20
. ' AA
, A A A -
10 -
4j __e -
10
- ' l vv .
0 ' I ' l ' l ' l ' l I I ' l i I ' 'O 60 80 100 120 140 160 180 200 220 240 260 280 Yleid Strength, ay(ksi) t Figure 4-1. SCC Threshold Data for Boltin Chloride Solutions (Ref.12) g Steels in Aqueous i_.
4-13 6
INTEGRITY 1 ASSOCIATESINC
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t 8 Hadouts s.'
. I h_9e L I
= i
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. Jl g Figure 4-2.
ll"'t--
m Yield Strength as a Function of Hardness for 4340 b and 41XX Bolting Steels (Ref. 12) i$
~
n g i i i ." i i < 1 6
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-A A.* 150 lbf 20 lbf G
- a, - -
a) Loads in a bolted connection b) Load-deflection diagram for c) Fish-scale analogy bolt (b) and member (m) of preload effect in a bolted joint Figure 4-3.
Basic Concepts in the loading of Bolted Con-nections (Ref. 2)
El 3 lI
Mohr's circle during tightening
- d r., , , - ~ ~N ,7 l
<, l -
/ \I c; (M. S
f PV 2 PRELCADA23Ukf SYEDTOROUEKm:0.18 WRENCH I ,
=4
- l
=a -l p'/\
l ud / \ l
=a -
== 4 l
41 20 $
l ta 4 l
l B -I l 4
' l 12 l
10 N l
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a4 l 2 *e , ,
C 3 o ,e, , , , , , , ,
s~
,_ ^ ..
e O O2 0.4 04 O /l 1 1.2 StGkfA X / kiln LTTS 1.
- Figure 4-9. Distribution of Calculated Preload Stress / Min.
UTS for K = 0.16 at Palo Verde 2 4-21
v
~
f' PV 2 PRELOADA25UktED SY TORQUEKm0.20 WRENCH 40 ,
~
' l I t i
5SN t t M~ l t
i l
i t
(2 ,
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- m l -
f b
x "1 i E ,
13 N
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' e s
S-
)
0y , , , , , ,
, ; ; y ,
l O OS 0.4 0 31 OJ3 1 1.2 SIGhiA X / kt!N LITS .
k Figure 4-10. Distribution of Calculated Preload Stress / Min.
UTS for K = 0.20 at Palo Verde 2 4 22
.N 7 I E I e f1 t I i 70 i. l
[ .
co d #
,$ l
, e e :c 4 4
i 6
' !i '
l i ,
b " " b, I
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1
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il to 'l i if l -
i
[ '
0; , , b';
0 O.4 $
0.:t O6 OE 1 1.2
$!OHA X / M!N LR$
Figure 4-11. Distribution of Calculated Preload Stress / Min.
UTS for K = 0.43 at Palo Verde 2 4-23
- 1,1 4 *21'h i tr.4 ASSOCIAl'E3INC
f
.l. A b .TE %"T secu.ose.-witsetm isusu 7ss,Eq 1'/"
4 AA9o Botets cesp S.s" .
,2, LOAD VS TOROUE a
B o L*: No. S v e b o t. n/
';ir loo 4
c o ->
/X
% x e
, s e a , ,
'c o'c K 6o -
x /
u O b K .i9e
< 6o-o '
J i
oc-i to 3eo i o'c o isso 2cco TOROUE [FT- L Ei_
Figure 412. Example of Load vs. Torque variation Under Con-trolled t.aboratory Conditions from A the (Ref. 1) 4 24 IUilIC
LOAD VS RESTART TORQUE
~
AS \NS'TALLED
~t to -
INA ' A 49 0 solis loo -- .
'g' .
x .
L-J Sc--
O
- O 60- * .
-J e . .
doa J 20-
. e Soo $cco stoo 2cco ?sco ho
~ ~
TORouE -
FT- L B -
I L
~
figure 4-13. Example of Load vs. Restart Torque Measured on Field-Installed Bolts from Another Study (Ref.1) 4-25 STRUCTURAI.
INTEGRITY ASSOCIATESINC
i TORQUE COEFFICIENT EFFECT
, 1.6 1.5 -
1.4 -
1.3 -
1.2 -
1.1 -
N 1-O.9 -
g 0.8 -
O,7 -
0.6 -
0.5 -
O.4 , , , , , , , , ,
0.1 0.14 0.18 0.22 0.28 0.3 0.34 0.38 0.42 TORQLE COESTICIENT , K Figure 4-14. Effect of the Torque Coefficient on Principal Stress / Min. UTS During Preload to 1/2 Turn, Show-g ing Potential for Overload Failure During Preload 4-26 STIUJN INTEGRITY i
ASSOCIATESINC
~
PV BOLT RELAXATION (MIN.)
0.98 0.96 -
0.94 -
O.92 -
O.9 -
O.88 -
L'i N O.an -
x 0.84 -
g l
$ O.82 -
0.8 -
O.7B -
O.76 -
0.74 , , ,, , ,
0.1 0.14 0.18 0.22 0.28 0.3 0.34 0.38 0.42 TDftQLE CO2P71CIDIT , K l_
Figure 4-15. Palo Verde Bolt Stress Relaxation as a Result of Removing Torquing Shear Stress L
l 4-27 STRUCTURAL i
INTEGRITY i
ASSOCIATESINC
, . _ . _ _ _ . , _ _ , - --r -
5.0 UNDERTORQUIh3 REV!EW AND EVALUAT10ii As with overtorquing, undertorquing will be considered with regard to potential failure mechanisms in service, and the Palo Verde data base will be specifally examined in this respect.
T
[, 5.1 Potential Failure Mechanisms Potential failure mechanisms, for properly designed bolts, due to under-torquing are: slippage in slotted holes,' leakage in reactor coolant pressure boundary connections, and fatigue. As seen in Reference 14, leakage in bolted flange connections can be detected and remedied by tightening the bolts. Thus, this potential failure mechanism is handled in the above manner and will not be further considered here. Slippage of loose bolts in slotted i
holes can be a concern for structural steel. However, if a problem could occur, it would most likely have already shown some indications of slippage.
Furthermore, as seen in Appendix K most connections have considerable design margins above ano beyond the usual AISC margins. For example, with a stress design margin of 1.5 (typical in Appendix K) approximately 1/3 of the bolts in a connection could be completely loose and still meet the AISC design.
Because of the above, and because all accessible critical friction joints i
have been reinspected and corrected, the mechanism of joint slippage will not u
be considered further.
f The mechanism of most concern in undertorqued bolts (References 1, 2 and 3) is fatigue, which will be considered in more detail below.
5.2 Fatigue Evaluation for Palo Verde r -
The methodology of Section 4.0 of this report has been applied to predict fatigue margins at Palo Verde. Because Unit 2 showed a tendency toward multiple loose or undertorqued bolts in a connection, calculations of fatigue resistance were made with the assumption of no preload at_all. In i order to realistically make this evaluation, information was obtained from Bechtel (Referunce 4) on typical fatigue loadings at Palo Verde, as shown in L
l 5-1 STRUCTURAL 4 INTEGRITY 1 ASSOCIATESINC
Appendix K.
Based on Appendix K, the maximum cyclic stress range per bolt was assumed to be 3 Ksi for cases of vibration and high cycle fatigue in rotating equipment.
~ This stress, along with the assump_tla1Laf zero preload, was used to compute fatigue margins for the common bolting grades at Palo Verde, as shown in Table 5-1 anri Figure 5-1. These results show factors against high cycle fatigue failure ranging from 2 to 5, depending on the bolt grade, even for no preload.
The approximate maximum allowable stress was also conservatively assumed (Table 5-1) in order to include maximum mean stress effects. The consideration of alternating stresses due to earthquakes is a relatively low cycle event (960 cycles per plant life for 2 earthquakes) based on the FSAR (Reference 15). Earthquake cycling is considered to be included in the fatigue endurance stress concepts (greater than 106 cycles of life) employed above.
Further margin against fatigue is provided by the fact that connections in general carry some preload, even when some percentage of connections are loose or undertorqued. The correlation between nut rotation deviation and preload stress for various bolt conditions is shown in Figure 5-2. Figure 5-2 indicates that nut rotations of half the specified turn (0.5) for all bolts in a connection would still result in a joint preload stress of from about 0.15 to 0.70 of minimum UTS.
5.3 Undertorquing Conclusions Based on vibratory stress ranges at Palo Verde supplied by Bechtel, ample mjs aaain_st fatigue exist, even for severe undertorquing situations.
Because of the design margins, and because 100% of accessible critical friction iointe hav@en-checked-fand-would see only low cycle fatigue, Ref.
15), undertorquing is not expected to cause failure at Palo Verd,e.
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, i FATIGUE MARGIN PER BOLT , ZERO PRELOAD ASSUMED FATCUE 7%NGE - 3 KSt.
$' O.S -
3 0.4 -
5 0.3 -
h/s8k Ash 5D h A 90 A193 A 49 A 25 h A 7 IELT GftADE Figure 5-1.
Calculated Fatigue Margins at Palo Verde for High g
11 Cycle Fatigue Vibrations with an Assumed Actual Stress Range of 3 Ksi and Zero Preload While at Maximum Working Stresses (= 1*/3 UTS)
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PV NUT ROTATION VS. PRELOAD 0.9 -
i -
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Figure 5-2.
Effect of Nut Rotation Deviation from a Require-ment of 1/2 Various TurnCoefficients Torque on Preload Stress / Min. UTS for W
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6.0 DOUBLE-NUTTING REVIEW AND EVALUATION Double-nutting is the practice of putting two nuts on a single bolt. There are several reasons for this practice: (1) load-sharing between the two nuts, and (2) the second nut acts as a locking device to prevent loosening the first nut. In cases of load-sharing, the second nut is generally designed to be larger than the first nut, since it can see a significant proportion of the load. This is especially true for "sof t" nuts, where yielding of the threads will permit more load transfer (Reference 2), and a large second nut is required for adequate preload and load-bearing capacity.
However, in the case of Palo Verde, the_ double-nutting was employed on U-bolts and pipe hangers simply as a locking device to comply with ASME Code NF-4725 (References 5 and 6). The first, or primary, nut in these cases was designed to take the full load of the connection. Thus, the practice at Palo I
Verde of making both nuts the same size or the second nut half-size is i acceptable. In fact, NF-4725 permits locking devices such as nut drilling and wiring and thread upsetting, where no second nut at all is employed.
Therefore, the size of the second nut at Palo Verde is not a concern when used as a locking device as described above.
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6-1 INTEGRITY L ASSOCIATESINC
7.0 CONCLUSION
S The following conclusions were reached as a result of assessing bolting integrity at Palo Verde Units 1, 2 and 3.
- 1. Because of extensive studies, reinspections, corrective actions and inherent joint design margins at Palo Verde Units 1, 2 and 3, the bolted joint integrity is considered above-average and acceptable for service.
The key points are that typical Palo Verde bolted connections are overdesigned, and deficiencies in critical connections have been corrected.
f 2. Variations in bolt torque from specified AISC values were found in critical friction joint structural bolting during torque checks, '
f especially at Unit 2. Bolt condition and torquing methods contributed to these variations. Similar variations have been found in other studies (Ref.1) and are not unexpected. All accessible critical joints at Palo Verde were reinspected and are now properly torqued.
- 3. SCC, overloading and fatigue were considered as possible failure mechanisms due to overtorquing. SCC is not an expected failure mechanism because of Palo Verde bolting generally having hardnesses
? below the threshold for SCC. (Sustained load derating was implemented
- l L in certain cases of high hardness). This conclusion regarding SCC also applies to boits which were acid cleaned. Fatigue was shown to not be a concern for overtorqued bolts, through use of a generic calculation.
It was shown that although a number of overload failures was predicted during preload torquing, that stress relaxation after preload is significant a,nd precludes such failures during the service of properly designed bolts. Therefore, overtorquing is not a problem unless the
_ bolt fails immediately.
- 4. The effect of undertorquing was evaluated with respect to possible multiple loose bolts in a connection. It was found that fatigue is the j
most likely failure mechanism of concern for undertorqued bolts.
1 7-1 g ASSOCIATESINC
. Detailed typical joint designs for Palo Verde were found to include relatively large margins against fatigue. It was shown that such designs could tolerate the evaluated cases of high cycle fatigue at Palo Verde, even with no preload on the bolts.
~
5.
The double-nutting practice at Palo Verde is acceptable for its intended purpose of locking the primary nut in place, in accordance with ASME Code NF-4725.
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8.0 REFERENCES
- 1. Looram, M. E.,
"Preload Control for Structural Polting", presented at Bolting Degradation or Failure in Nuclear Plants Seminar, sponsored by EPRI, Knoxville, TN, Nov. 2-4, 1983.
- 2. Shigley, J. E.,
Mechanical Engineering Design, Chapter 7, "The Design of Screws, 1972. Fasteners, and Joints", McGraw-Hill, NY, Second Ed. , c.
- 3. Juvinall, R. C.,
Engineering Considerations of Stress, Strain, and Strength. McGraw-Hill, NY, p. 310.
. 4. Bechtel Letter B/SIA-E-49741, M0C350421, Copeland, Nov. 8, 1984.
W. G. Bingham to J. F.
5.
Bechtel Specification No.13-PM-204, " Specification for Field Fabri-cation and Installation of Nuclear Piping Systems for the Arizona Public and 3",Service Company Palo Verde Nuclear Generating Station Units 1, 2 Rev. 13, February 23, 1984.
6.
Corner & Lada Co. Inc. Load Capacity Data Sheet for Component Standard Supports, Double Bolt Pipe Clamp, P209A0-27-2, Rev. 1, April 1, 1977.
I 7.
l Specification AISC, Aug. 14,for " Structural Joints Using ASTM A325 or A490 Bolts",
1980.
8.
NRC Construction Assessment Team (CAT) Report Findings and Responses, Attachment 0, II.B.1 and II.B.2, Inspection conducted Sept. 1983.
9.
Bechtel 551.0, Construction Inspection Planning for Job No.10407, CIP No.
" Critical issued March Friction-Type High Strength Bolted Connections",
2, 1984.
- 10. Shiosaka, D. R.,
" Engineering Evaluation of Nonconforming ASTM A354 Grade BD Studs and Bolts", DER No. 81-14 (and appendices), Sept.1982.
- 11. Billy, A. F.,
" Background and History of the Bolting Degradation or Failure in Nuclear Plants Issue", presented at Bolting Degradation or Failure in Nuclear Plants Seminar, sponsored by EPRI, Knoxville, TN, nov. 2-4, 1983.
- 12. Cipolla, R. C.,
" Fracture Mechanics Based Methodology for Assessing the Integrity of High Strength Bolting Materials", presented at Bolting Degradation or Failure in Nuclear Plants Seminar, sponsored by EPRI,
_ Knoxville, TN, Nov. 2-4, 1983.
- 13. Dieter, G. E.,
- 23. Jr., Mechanical Metallurgy, McGraw-Hill, NY, c.1961, p.
14.
i ASME Boiler and Pressure Vessel Code,Section III, Article XII-1000,
' " Design Considerations for Bolted Flange Connections", Winter 1983 Addenda.
~
STIHICTIIRAI.
8-1 DTTEGRITY ASSOCIATESINC
[;, 15 .' Cycles",
PVNGSAmendment FSAR, Section 3.7.3.2, " Determination of Number of Earthquake 4, May 1981.
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APPENDIX A NRC IE INFORMATION NOTICE NO. 82-06 and NRC IE BULLETIN N0. 82-02 1
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SSINS No.: 6835 Accession No.
8202040130 IN 82-06 UNITED STATES NUCLEAR REGULATORY COMMISSION 0FFICE OF INSPECTION AND ENFORCEMENT WASHINGTON, D.C. 20555 March 12, 1982 IE INFORMATION NOTICE NO.'82-06: FAILURE OF STEAM GENERATOR PRIMARY SIDE MANWAY CLOSURE STUDS Description of Circumstances:
The Nuclear Regulatory Commission (NRC) was notified by Maine Yankee Atomic Power Company and by Combustion Engineering (CE) that during routine disas-sembly of a steam generator primary side manway at Maine Yankee, 6 cf the 20 manway closure studs failed and another 5 were found by ultrasonic testing to be cracked. These are 1 x 10 inch studs of SA 540 grade B 24 alloy steel.
The studs had been exposed to boric acid from a small primary coolant leak and to Furmanite sealing compound (primary grade) applied in an attempt to seal this leak.
The studs exhibited evidence of surface corrosion attack possibly as a result of an interaction associated with stud preloac, lubricant, Furmanite and primary coolant leakage environment. A metallurgical analysis to determine the failure mechanism is currently underway at CE. The entire set of studs on the affected steam generater (SG #2) have been replaced and an ultrasonic examination of all primary manway studs on steam generator units 2 and 3 is being performed. Further corrective actions are pending stud failure analysis and its applicability to other primary boundary closures.
In the last few years there have been a significant number of incidents of failed or severely degraded bolts and studs. Examples of the latter; primary
! coolant pump stud-bolts (Calvert Cliffs and Ft Calhoun) and steam generator
' primary manway closures studs (Oconee and ANO-1). The failures described were attributed to stress corrosion cracking and corrosion wastage of high strength studs that are difficult to detect. .
The of theNRC has contacted the CE Regulatory Response Group and requested 3 review problem.
r This IE information notice is provided as aa significant matter that is still under review 5y the NRC staff.earlyIfnotification NRC evalua-of a potentially tion so indicates, further licensee action may cs requested. In the' interim, we expect that licensees will review this informath'n for applicability to their facilities.
No written response to this information notice is requested. If you need addi-tionalRegional NRC information, Office.please contact the Regional Administrator of the appropriate lw 4
s l
Attachment:
~
Recently issued IE Information Notices
SSINS No.: '6820 IEB 82-02 OMB NO: 3150-0086 Expiration.Date: 5/30/86 UNITED STATES NUCLEAR REGULATORY COMMISSION 0FFICE OF INSPECTION AND ENFORCEMENT -
WASHINGTON, D.C. 20555
~
June 2, 1982 IE BULLETIN NO. 82-02: DEGRADATION OF THREADED FASTENERS IN THE REACTOR -
COOLANT PRESSURE BOUNDARY OF PWR PLANTS Addressees:
All pressurized water nuclear power reactor facilities holding an operating license (OL), for action. All other nuclear power reactor facilities holding an operating license or construction permit (CP), for information.
Purpose:
The purpose of this bulletin is to: (1) notify licensees and construction permit helders about incidents of severe degradation of threaded fasteners (bolts and studs) in closures in the reactor coolant pressure boundary (RCPB),
and (2) to require appropriate actions. A response to this bulletin is required -
free ressurized water reactors (PWRs) hold.ing an operating license as discussed below.
Descriotion of Circumstances:
In May 1980, Omaha Public Power' District (OPPD) submitted a special maintenance report to the NRC about the significant corrosion wastage experienced with closure studs in the reactor coolant pumps at its Fort Calhoun facility. The corrosion wastage was attributed to boric acid attack as a result of leakage at flexitallic gasketed joints between the pump casing and pump cover. These closure studs are 3.5 inches in diameter, and are manufactured of SA 193-B7 -
(AI5I 4140) low-alloy, high-strength steel. Accordingly, the NRC issued Information Notice No. 80-27 on June 11, 1980 to all PWR licensees about the potential for undetected boric acid corrosion wastage and emphasized the need for supplemental visual inspection of pressure-retaining bolting in pump and valve components. Subsequently, similar occurrences of corrosion wastage from borated water leakage have been identified at other PWR plants, as discussed below. .
/
On March 10, 1982, the NRC was notified by Maine Yankee Atomic Power Company
- and Combustion Engineering (C-E) that during routine disassembly of a steam generator primary manway at Maine Yankee, 6 of the 20 manway closure studs failed and anuther 5 were found, by ultrasonic examination using specialized techniques, to be cracked. Leakage had been noted from this manway during the current operating cycle and several efforts were made to eliminate the leakage.
f These efforts involved increasing the joint operating compression through torquing the studs to hydrotest levels and repeatedly injecting Furmanite
- sealant. Normal plant operation continued until a planned maintenance outage. /
I.
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June 2, 1982 Page 2 of 5 Preliminary results of a metallurgical analysis C-E performed on the affected studs have indica ed that the failury mode was stress-corrosion cracking (SCC).
By Information Notice No. 82-06 (issued March 12, 1982), the Office of Inspec-tion and Enforcement notified all. licensees and construction permit holders about this degradation to emphasize ~the increased potential for studs to fail by the joint action of stud preload, material conditions and a corrosive .
c environment generated by the presence of primary coolant leakage. As a follow-up to the information netice, the utility established that the root cause of leakage was due to an interference contact between the gasket retainer lip and -
vessel claading which prevented proper compression of the flexitallic gasket during reinstallation of the manway :over. This problem was corrected and all 20 studs were replaced. Macnetic particle and ultrasonic examinations of the studs in manways of the other two steam generators identified no other failures.
In the last several years a significant number of incidents have been reported of bolts and studs that have failed or become severely degraded because of boric acid corrosion wastage or SCC mechanisms. Preliminary results of an NRC staff review of threaded fastener experience in operating nuclear power plants have identified that specific generic actions need to be taken before the study is complete. The staff review identified 44 incidents of threaded fastener degradation since 1964. From Table 1 it can be seen that since 1977, 15 incidents related to primary coolant pressure boundary application have been recorded. .These incidents involved 9 PWR plants. Of concern is that degrada-tion and failure of such threaded fasteners constitute a potential loss of RCPB integrity and, in the extreme case, a loss-of-coolant accident could occur, should extensive fastener failures in a pressure-retaining closure not be detected.
In some instances, it has been reported that sealant compounds have been 1 injected into bolted closures in the RCPB as a means of convenient maintenance to control leakage. A review of the limited chemical analysis available on Furmanite indicates it has a variable composition with respect to concentration of chlorine, f auorine, and sulfur which are leachable and well recognized promoters of SCC. Consequently, prolonged exposure of this sealant to leakage
' - and high temperature conditions causing a gradual release of its potentially ,
corrosive ions must be taken into account.
- Also, certain lubricants may be formulated with molybdenum disulfide (MoS2 )
which contains a significant level of sulfide constituent. Experience suggests that MoS2 nas a pronour.ced tendency to decemoose in the presence of high temperature and moisture conditions to release sulfide which is a known promoter of SCC. -
Therefore, care should be exercised in the selection and application of lubri-cants and injection sealants to minimize the risk of SCC from potentially corrosive ions due to the gradual breakdown ano/or synergistic interaction of such materials with prolonged exposure to leakage conditions. This would be of 1 ,
STRUCTURAL INTEGRITY
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particular' concern for fastener materials made of high-strength low-alloy steels and, austenitic and martensitic stainless steels (i.e., 304, 316, 416, 17-4 PH, etc.) which are known to be susceptible to halogen / sulfide SCC degrada-tion.
The above concerns are further compounded by the fact that under the present
- ASME Code Section XI inservice inspection rules ultrasonic examination is not '
required on threaded fasteners in sizes 2 inches and less in diameter (e.g.,
Table IWB-2500-1). However, except for the reactor coolant pump stud wastage, --
most failures have occurred in fastener sizes 2 inches and smaller. Further-more, experience has clearly shown that Code-specified ultrasonic testing (UT) metheds are not singularly adequate to detect corrosion wastage conditions.
Moreover, the present Code UT procedures are not sufficiently sensitive to detect initiation of stress corrosion cracking (SCC) but requires the use of
, specialized UT techniques and calibration standards based on notch reflectors simulating critical flaw parameters to enhanc.. reliability of detection. At
[ the present time, visual examination (e.g., IWA 2210, VT-1) appears to be the only method to detect borated water corrosion wastage or erosion-corrosion damage and may require insulation removal and/or disassembly of the component, in some cases, in order to have direct visual access to the threaded fasteners.
Therefore, degradation could go undetected when there is no clear evidence of leakage in the surrounding area. Similarly, the reliability of visual examina-tion alone is questionable in detection of SCC initiation of threaded fasteners
- either in-situ or removed. Accordingly, it is necessary that a combinatico of nondestructive examination techniques (UT, VT-1, MT, PT) be employed to the maximum extent practical to enhance detection of the degradation mechanisms ~
~ discussed above.
Actions To Be Taken by PWR Facilities Holding Operating Licenses:
The scope of action items listed below is limited to the RCPB. Included are the threaded fasteners (studs or bolts) in (1) steam generator and pressur'izer sianway closures, (2) valve bonnets, and pump flange connections installed on lines having a nominal diameter of 6 inches or greater and (3) control rod drive (CRD) flange and pressurizer heater connections that do not have seal ~
welds to provide leak-tight integrity. That is, CRDs having an omega seal weld design are excluded frem this bulletin action. The reactor vessel head closure studs are also excluded for those PWR licensees committed to the provisions of Regulatory Guide 1.65, " Materials and Inspection for Reactor Vessel Closure Studs."
Action Item 1 is to be completed prior to the performance of the subsequent action items. Action Item 2 is to be performed within the next cycle, but'no I later than the completion of the next refueling outage that is initiated after 60 days from the date of this bulletin. The report requested by Action Item 3 is to be submitted within 60 days from the date of this bulletin.
- 1. Where procedures do not exist, develop and implement maintenance procedures for threaded fastener practices. These procedures should STEUCTURAL INTEGRITY l ASSOCIATESINC r - . . , . . - - - . y ,
- -- . *-- w' vc .
June 2, 1982 Page 4 of 5 in'clude, but not limited to the following: (1) maintenance crew training of proper bolting / stud practices, tools application, specifications and requirements, (2) detensioning and retensioning practices (torque itera-tion), specified tolerances, and other controls for disassembly and reassembly of component closure / seal connections, (3) gasket installation and controls, cnd (4) retensioning methods and other measures to climinate
_ reactor coolant leakage during operations.
Quality assurance measures should also be established for proper selection, -
procurement, and asolication of fastener lubricants and injection sealant compounds to minim ze fastener susceptibility to SCC environments.
i
- 2. Threaded fasteners of closure connections, identified in the scope of this bulletin, when opened for component inspection or maintenance shall be removed *, cleaned, and inspected per IWA-2210 and IWA-2220 of ASME Code Section XI (1974 edition or later) before being reused.
- 3. NRC Information Notice Nos. 80-27 and 82-06, and similar INPO (Institute rf Nuclear Power Operations) correspondence.(with recommendations) have been issued in regard to corrosion problems associated with bolts / studs in RCPB closures (INP0/NSAC SER 81-12). To assist the Nuclear Regulatory Commis-sian in its ongoing review and assessment of the sceoe of the problem you are asked to provide the following information for closures and connections within the scope of this bulletin:
- a. Identify those bolted closures of the RCPB that have experienced leakage, particularly those locations where leakage occurred during the most recent plant operating cycle. Describe the inspections made and corrective measures taken to eliminate the problem. If the leakage was attributed to gasket failure or its design, so indicate.
- b. Identify those closures and connections, if any, where fastener lubricants and injection sealant materials have been or are being used and report on plant experience with their application particu-
_- larly any instances of SCC of fasteners. Include types and composi- ,
tion of materials used.
- 4. A written report signed under oath or affirmation under provisions of Section 182a, Atomic Energy Act of 1954 as amended, shall be submitted to the Regional Administrator of the appropriate NRC Regional Office within 60 days following the completion of the outage during which Action Item 2 was performed. The report is to include: ,
- a. A statement that Action Item 1 has been completed.
- Fasteners " seized" or designed with interference fit, may be inspected in -
place.
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IE3 82-02 i June 2, 1982 Page 5 of 5
- b. Identification of the specific connections examined as required by Action Item 2.
- c. The results of the examinations performed on the threaded fasteners as required by Action Item 2. If no degradation was observed for a particular connection, a statement to that effect, identification of -
the connection and, whether the fasteners were examined in place or
_ removed is all that is required. If degradation was observed, the report should provide detailed information.
~
- 5. A written report signed under oath or affirmation under provisions of Section 182a, Atomic Energy Act of 1954 as amended, shall be submitted to the Regional Administrator of the appropriate NRC Regional Office within 60 days of the date of this bulletin. The report is to provide the information requested by Action Item 3.
Potential occupational exposure of personnel as a result of the above requirements should be considered in the program formulation process iri an effort to maintain incurred exposures as low as reasonably achievable. .
Personnel exposure-savings techniques such as use of steam generator primary ganway cover-handling fixtures offer substantial time and man rem savings.
This request for information was approved by the Office of Management ard Budget under clearance number 3150-0086. Comments on burden and duplication should be directed to the Office of Management and Budget, Reports Management, Room 3208, New Executive Office Building, Washington, D.C. 20503.
While no specific request or requirement is intended, the following information would be helpful to the NRC in evaluating the cost of this bulletin:
- 1. Staff time to perform requested inspection.
- 2. Radiation exposure attributed to requested inspections.
- 3. Staff time spent to prepare written responses.
If you have any questions regarding this matter, please contact the Regional -
Administrator of the appropriate NRC Regional Office, or this office.
? .-
- , SI -,
Richard C. DeYoung, Director Office of Inspection and Enforcement '
Technical
Contact:
W. J. Collins
- 301-492-4780 Attachments: '
i 1. Table 1 t ,
- 2. List of Recently Issued IE Bulletins INTEGRITY l ASSOCIATESINC c
. ; i ,1 .i . ! ' ' , , . > --a
, Jihe 2, 1982 TABLE 1.
i StHtARY OF DEGRADED 111READED FASTENERS IN REACTOR COOLANT PRESSU - -
i i
- jradedRehUorCoolantPressure No. of Reported Drundary 1hreaded Fasteners ' Plants Incidents Reported)(YearIncident-
& Reactor Vendor i Mode of Failure
- _7
) rsstrizer marway closure' studs 2 . Ca17ert CIIffs 2 l1981 BC j
4 St. Lucie 1 (1978) C-E BC ) C-E i
- tam generator manway closure 7
- ids Maine Yankee (1982) C-E SC
! - Oconee 3 (1980) DAW SC
! Arkansas 1 1900 D8W SC i -
Calvert Cliffs 1 L1980) C-E BC ,
! St. Lucie 1 (1977J C-E BC -
i San Onofra 1 (1977) W _ SC -
1 icter coolant pump closure 5 1
idt Ft. Calhoun (1980) C-E BC Calvert C11ffs 1 1980 C-E BC Calvert Cilffs 2 1981 C-E HC Oconee3(1981)D8W BC Oconee 2 (1981) B&ll DC
- ety injection check valve 1 Calvert Cliffs 2 (1981) C E BC
'N\ .
! C- ss corrosion; BC = borated water corrosion.
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APPENDIX 8 PALO VERDE UNIT 1 HIGH STRENGTH BOLT TORQUE CHECK FOR CRITICAL FRICTION FASTENERS m
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PALO VERDE UNIT 1 HIGH STRENGTH BOLT TORQUE
__________ ---- = = - - - - ==_________________
INSP.DATE BOLT GRADE SIZE (IN) DWG.NO. CONN.NO. BOLT NO. NUT ROTAT 3-7-84 A325 0.875 535 34 01 0.750 3-2-84 A325 0.875 529 04 01 0.333 3-7-84 A325 O.875 535 25 05 0.333 3-7-84 A325 0.875 535 25 04 0.333 3-9-84 A490 1.000 532 24 06 0.271 3-9-84 A490 1.000 532 24 07 0.250 3-5-84 A325 0.875 532 06 03 0.250 3-7-84 A325 0.875 533 10 07 0.250 3-5-84 A325 0.875 536 14 01 0.250 3-9-84 A490 1.000 532 24 09 0.250 3-6-84 A325 0.875 532 17 07 0.250 3-2-84 A325 0.875 529 , 04 02 0.250 3-5-84 A325 0.875 536 14 02 0.250 3-8-84 A325 0.875 533 31 07 0.167 3-2-84 A325 0.875 529 06 O2 0.167 3-6-84 A325 0.875 532 19 05 0.167 3-9-84 A490 1.000 532 24 08 0.167 3-6-84 A325 0.875 532 26 04 0.167 3-7-84 A325 0.875 533 14 01 0.167 3-5-84 A325 0.875 530 01 03 0.167 3-5-84 A325 0.875 532 06 02 0.167 3-6-84 A325 0.875 532 26 02 0.167 3-9-84 A490 0.875 535 33 01 0.125 3-6-84 A325 0.875 532 14 01 0.111 3-7-84 A325 0.875 535 37 05 0.083 3-8-84 A325 0.875 533 34 02 0.083 3-6-84 A325 0.875 533 02 09 0.083
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INSP.DATE BOLT GRADE SIZE (IN) DWG.NO.
3-14-84 A325 0.875 536 CONN.NO. BOLT NO. NUT ROTAT l 3-19-84 02 01 A325 0.875 535 11 1.083 3-19-84 A325 06 0.500
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A325 0.875 535 05 0.333 3-19-84 A325 04 0.333 3-12-84 0.875 535 38 03 A325 0.875 532 0.292 3-13-84 11 03 0.278 A325 0.875 531 05 3-19-84 A325 03 0.271 0.L?5 535 38 04 3-12-84 A325 0.875 0.250 3-12-84 532 16 06 0.250
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' A490 1.375 540 0.000 3-30-84 A490 1.375 540 04W 04 0.000 3-22-84 A490 31E 01 0.000 3-30-84 1.375 540 05E O2 A490 1.375 540 0.000 3-22-84 A490 31E O2 0.000 li-30-84 1.375 540 05E 06 A490 1.375 540 0.000 3-28-84 A490 31E 03 0.000 3-30-84 1.375 540 08W 05 A490 1.375 540 0.000 3-9-84 A490 31E 04 0.000 1.000 533 3-30-84 A490 1.375 06 08 0.000 3-28-84 540 31E 05
" A490 1.375 540 0.000 3-30-84 A490 1.375 540 14W 01 0 000 3-12-84 A490 31E 06 0.000 0.875 534 3-30-84 A490 1.375 540 23 05 0.000 3-28-84 32W 01 A490 1.375 540 0.000 3-30-84 14E 01 A490 1.375 540 32W 0.000 3-28-84 A490 O2 0.000 3-30-84 1.375 540 14E 05
~
A490 ,
1.375 540 32W 0.000 3-28-84 A490 03 0.000 3-30-84 1.375 540 13W 01 A490 1.375 540 0.000 3-28-84 32W 04 A490 1.375 540 13W 0.000 3-30-84 A490 05 0.000 3-28-84 1.375 540 32W 05 A490 1.375 540 0.000 j 3-30-84 A490 1.375 13E 01 0.000
-_ 3-28-84 540 32W 06 A490 1.375 540 0.000 3-30-84 A490 13E 05 0.000 1.375 540 33E 3-28-84 A490 01 0.000 1 1.375 540 11W 3-30-84 A490 01 0.000
~
3-28-84 1.375 540 33E O2 A490 1.375 540 0.000 3-30-84 11W 05 A490 1.375 540 0.000 3-28-84 A490 33E 03 0 000 1.375 540 12E 3-30-84 A490 03 1.375 540 33E 04
} ASSOCIATESINC
3-28-84 A490 1 375 3-30-84 540 09W 01 A490 1.375 540 0.000 3-28-84 A490 33E 05 1.375 540 09W 0.000 3-30-84 A490 1.375 05 0.000 3-28-84 540 33E 06
~ A490 1.375 540 0.000 3-30-84 A490 10E 03 3-13-84 1.375 540 34W 0 000 01 A325 0.875 531 0.000 3-30-84 A490 04 04 1.375 540 34W 0.000 3-13-84 A325 0.875 O2 0.000 3-30-84 531 05 01 A490 1.375 540 0.000 3-13-84 A325 34W 03 0.875 531 0.000 3-30-84 A490 1.375 06 04 0.000 3-12-84 540 34W 04 A325 0.875 533 0.000 3-30-84 A490 1.375 17 06 0.000
! 3-14-84 540 34W 05 A325 0.875 534 0.000 3-30-84 A490 1.375 19 05 0.000 3-14-84 540 -
34W 06 A325 0.875 534 0.000 3-30-84 A490 01 06 3-12-84 1.375 540 34W 07 0.000 A325 0.875 532 0.000 3-30-84 A490 1.375 21 10 0.000 3-12-84 540 34W 08 A325 0.875 533 0.000 3-30-84 15 06 A490 1.375 540 0.000 3-12-84 A325 0. 875 34E 01 0.000 3-30-84 533 11 03 A490 0.000
\
3-19-84 1.375 540 34E O2 A325 0.875 535 10 0.000 3-30-84 A490 1.375 04 0.000 3-19-84 540 34E 03 A325 0.875 535 0.000 3-30-84 A490 18 04 1.375 540 0.000 3-12-84 A490 0.875 534 34E 04 0.000 3-30-84 A490 1.375 08 07 0.000 3-20-84 540 34E 05 A490 1.375 540 0.000 3-30-84 A490 22 06A 1.375 540 O.000 3-21-84 A490 1.375 34E 06 0.000 3-30-84 540 23W O2
' A490 1.375 540 0.000 3-21-84 A490 1.375 34E 07 0.000 3-30-84 540 24E 04 A490 1.375 540 34E 0.000 3-21-84 A490 1.375 08 0.000 3-30-84 540 25W 06 A490 1.375 540 0.000 3-21-84 A490 1.375 37W 01 0.000 3-30-84 540 27W O2 A490 1.375 540 0.000 7 3-21-84 A490 37W O2 0.000 3-30-84 1.375 540 27E O2 A490 1.375 540 0.000 3-21-84 A490 37W 03 0.000 3-30-84 1.375 540 28W O2 A490 1.375 540 0.000
\- 3-21-84 A490 37W 04 0.000 3-30-84 1.375 540 28E O2 A490 1.375 540 0.000 3-21-84 A490 1.375 37W 05 0.000 3-30-84 540 01W O2 1
A490 1.375 540 37W 0.000 3-21-84 A490 1.375 06 0.000 3-30-84 540 01E 04 A490 1.375 540 0.000 3-21-84 A490 38E 01 0.000 1.375 540 07W 3-30-84 A490 06 0.000 3-21-84 1.375 540 38E O2 A490 1.375 540 0.000 3-30-84 A490 07E 06 0.000 1.375 540 38E 3-22-84 A490 03 0.000 1.375 540 06*W 3-30-84 A490 1.375 540 38E 06 04 MM 6
ASSOCIATESINC
I .*
I 3-12-84 A490 0.875 3-30-84 534 23 A490 1.375 540 07 0.000 3-22-84 A490 1.375 38E 05 3-30-84 540 02W 0.000 A490 1.375 06 ~O.000 3-22-84 A490 540 38E 06 3-30-84 1.375 540 04W 0.000 A490 1.375 540 O2 0.000
~ 3-22-84 A490 1.375 39W 01 0.000 3-30-84 A490 540 05E 04 3-28-84 1.375 540 39W 0.000 A490 1.375 540 O2 0.000 3-30-84 A490 1.375 18E 01 0.000 3-28-84 A490 540 39W 03 3-30-84 1.375 540 14W 0.000 A490 1.375 03 0.000 3-28-84 A490 540 39W 04 3-30-84 1.375 540 14E 0.000 A490 1.375 03 0.000 f 3-28-84 A490 540 39W 05 3-30-84 1.375 540 13W 0.000 A490 1.375 03 0.000 3-28-84 540 - 39W 06 A490 1.375 540 0.000 3-30-84 A490 13E 03 0.000 3-28-84 1.375 540 40E A490 1.375 01 0.000 3-30-84 A490 540 11W 03 3-28-84 1.375 540 40E 0.000 A490 1.375 O2 0.000 3-30-84 A490 540 12E 05 3-28-84 1.375 540 40E 0.000 A490 1.375 03 0.000 540 3-30-84 A490 1.375 10E 01 0.000 3-13-84 540 40E 04 A325 0.875 531 0.000 3-30-84 A490 1.375 04 08 0.000 3-14-84 540 40E 05 A325 0.875 536 0.000 l 3-30-84 A490 1.375 01 03 0.000 3-14-84 540 40E 06 A325 0.875 534 0.000 4-5-84 A490 01 02 3-12-84 1.375 540 41W 0.000 A325 0.875 01 0.000 4-5-84 A490 533 17 02 3-12-84 1.375 540 41W 0.000 A490 O2 0.000 4-5-84 0.875 534 09 A490 1.375 06 0.000 3-12-84 A490 540 41W 03 0.875 534 0.000 m
4-5-84 A490 09 05 1.375 540 0.000 3-20-84 A490 1.375 41W 04 0.000 4-5-84 A490 540 22 04B 3-21-84 1.375 540 41W O.000 A490 1.375 05 0.000 4-5-84 540 25W O2 A490 1.375 540 0.000 3-21-84 A490 1.375 41W 06 0.000 4-5-84 A490 540 27W 06 3-21-84 1.375 540 41W 0.000 A490
- 1.375 07 0.000 4-5-84 A490 540 28W 06 3-21-84 1.375 540 41W 0.000 A490 1.375 08 0.000 4-5-84 A490 540 01W 06 3-21-84 1.375 540 41E 0.000 A490 1.375 01 0.000 3-12-84 A490 540 07E O2 3-22-84 0.875 534 25 0.000
~ A490 1.375 05 0.000 3-12-84 A490 540 06*E O2 0.875 534 0.000 3-22-84 A490 1.375 25 04 0.000 4-5-84 540 03E 04 A490 1.375 0.000 3-28-84 A490 540 41E 04 1.375 540 08W 0.000 4-5-84 A490 03 3-12-84 1.375 540 41E 0.000 A490 0.875 05 0.000 3-12-84 534 23 04 A490 0.875 534 25 02 I
MM ASSOCIATailNC L
3-28-84 A490 1.375 4-5-84 540 13W A490 1.375 540 07 0.000 3-28-84 A490 41E 07 4-5-84 1.375 540 12E 0.000 A490 1.375 01 0.000 3-13-84 540 41E 08
- + A325 0.875 531 0.000 4-5-84 A490 03 07 3-14-84 1.375 541 05W 01 0.000
_' A325 0.875 534 0.000 4-5-84 A490 19 01 3-19-84 1.375 541 05W 0.000 A325 0.875 O2 0.000 4-5-84 535 05 A490 1.375 541 07 0.000 3-12-84 A490 0.875 05W 03 0.000 4-5-84 534 08 03 A490 1.375 541 0.000 3-21-84 A490 1.375 05W 04 0.000 4-5-84 A490 540 26E 04 3-21-84 1.375 541 05W 0.000 A490 1.375 05 0.000 4-5-84 540 28E A490 1.375 541 06 0.000 3-22-84 A490 1.375 05W 06 0.000 4-5-84 540 06*W A490 1.375 541 O2 0.000 3-22-84 A490 1.375 05W 07 0.000 4-5-84 540 04W A490 1.375 541 06 0.000 3-28-84 A490 1.375 05W 08 0.000 4-5-84 A490 540 14E 07 3-28-84 1.375 541 05W 0.000
~ A490 1.375 09 0.000 4-5-84 540 09W 03 A490 1.375 541 0.000 3-14-84 A490 1.000 05E 01 0.000 3-12-84 532 25 06 A490 0.875 534 0.000 3-21-84 A490 1.375 25 01 0.000 3-9-84 540 23W 06 A490 1.000 533 0.000 3-21-84 A490 1.375 05 08 0.000
'3-9-84 A490 540 07W O2 3-28-84 1.000 533 06 0.000 A490 1.375 10 0.000 3-9-84 A490 540 18E 05 3-13-84 1.000 533 06 0.000 A325 0.875 09 0.000 4-5-84 531 05 05 A490 1 375 0.000 3-21-84 541 05E 06 A490 1.375 0.000 4-5-84 A490 540 27E 06 3-28-84 1.375 541 05E 0.000 A490 1.375 07 0.000 1 3-22-84 540 13E 07 A490 1.375 540 0.000 t 3-19-84 A325 0.875 02W O2 0.000 4-5-84 535 10 08 A490 1.375 0.000 4-5-84 541 05E 08 A490 1.375 541 0.000 05E 09 0.000
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APPENDIX C PALO VERDE UNIT 2 HIGH STRENGTH BOLT TORQUE CHECK FOR CRITICAL. FRICTION FASTENERS l
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IS53.DATE POL" 3RaDE RI7E(*w D*G.NO. CONN.NO. BCL7 NO. NUT R3 TAT '3 CUE
~
4-16-84 A490 1.375 534 29 01 300.00n 4-16--84 A90 1.375 539 39 02 300.0A0 4-16-84 9.490 1.375 534 39 03 150.000 4-1G-84 A490 1.375 534 39 04 150.000 4-- ; 6 -8 4 4490 1.375 534 40 01 250.000 4 -1G-24 4490 8.375 534 40 02 350.cGO 4-16-G4 0490 1. 175 534 40 03 Ti.0. 000 4 ;O--34 A4 s3 2.375 534 40 a4 a.i t ' . UGO 4-16-84 A49A t.375 534 4; 01 J00.000
.--16 84 L. ,0 i.37S 534 41 T 350.300 4.;6-64 A -. % . 375 314 4: 03 .- An . G 10 84 A490 i . 3 :' S ~34 4 '. *4 1 J!.~ ,
.; .8 4 0490 *
.375 534 of 05 J.U,. A00 4-16-84 A490 s .375 534 41 06 25C . 0.-0 4-16-84 A490 1.375 534 42 01 250.000 4-16-84 A490 1.375 534 42 02 350.000 4-16-84 A470 1.375 534 42 03 335.n00 L-16-84 c.4 30 i.375 534 42 04 2 < 1. JO 4-16-84 Q4 0 .,375 534 42 05 250.60a 4-16-84 A490 1.375 534 42 06 250.U00 4-16-84 A490 :.375 535 47 01 1250.000 4-16-84 A490 1.375 535 47 02 1250.000 4-16-84 Q490 . 375 535 47 03 1300. Quo 4-16-84 C490 i. 375 535 47 04 ;300.000 1
4-16-84 A490 1.375 535 47 05 *450.000 4-16-84 A430 1.375 535 47 06 1200.000 4-16-84 A990 1.375 535 48 01 900.000 4-16-34 A490 1.375 535 48 02 '000.000 4-16-84 A*3: . 375 535 48 03 '.700.000 4-16-84 r,400 *
. 375 535 48 04 7 *. O . . .n n 4-16-84 4490 ;.375 535 48 05 4"U.000 4-16-84 A490 1. 375 535 48 06 250.000 4-16-84 A490 1.375 535 45 01 2000.000 4-16-84 A 6,90 1. ~,7 5 535 45 02 1200.600 4-16-84 A .,9 0 ;.375 535 45 63 600.000
_ 4-16-84 4490 ' .375 535 4 ?. 04 *1 , , , 0 0 0 4-16-84 r,490 1.375 53 ~; 45 05 600.600
,-16-84 4490 L.375 S35 45 06 79. 3a3 4-16-84 A490 1.373 535 46 03 550.000 04
~
4-16-84 A490 t.375 535 46 530.000 4-16-84 A490 ;.375 535 46 GG 450.000 4 -- '. 6 - 8 4 4490 1.375 535 46 06 T.50.300 4-13-84 A490 ;.375 535 43 01 1i50.n00 4-13-84 A490 1.375 335 43 02 000.000 4-13-34 0496 1.375 535 43 03 ,ov.vv0 c- t 3 -a4 4490 . ,7 5 333 63 04 300,003 4 '3-64
. A490 ;.375 535 o :, 05 606.000
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~o 4.-ir;- c34 c490 , , ; /5 535 s., u ,.,,..60 .
..-t3 as 535 02 gg0 A490 . 375 ..
4 '.3-6 A49n . 375 535 44 03 g >g., .,v i s
'. '.3 34 A490 t . ',7 5 535 44 04 ggg g6v.1 vuo 4- . i. c .,
n49a _. 17 5 535 44 05 L
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4 - t 3 - 3., A490 1.375 535 44 06 730.000 4-13-S4 A490 1.375 535 42 0; 500.000 4-13-84 A490 1.375 535 42 02 1000.000
- -13~64 A490 1.375 535 42 03 .:.0 0 , 0 0 0 4-13-34 4430 *
.375 535 42 04 600.000 4-13-84 A490 1.375 535 53 01 500.000 4-!3-64 A.,9 0 1.375 535 53 02 400.000 4-t3-G' A490 1.375 535 53 03 400.000 4 3-84 A490 t.375 535 53 04 175.000 4 . J' - A . C 410 1.375 535 53 05 400. 0 >0 30 -s.90 . 375 535 53 06 Jun. GO 4 ..? /: A. 90 . 375 535 54 01 "J.0. 000 c- .-A- ion .375 54 02 i >O0
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- 4. - i,.34 . . i.c, . 375 535 54 04 ~ . 0 0s ,
4-;3-54 / . :) 1.375 535 54 05 E'5.000 4 6* A 30 1.375 535 54 06 4CO.000 4-13-s* A490 1.375 535 55 01 700.000 4 34 A490 1.375 535 55 02 800.000 4-13-84 A4?0 1.375 535 55 03 200.000 4 ' 3- 8* A40 1.375 535 55 04 f.S' 000 4 .3-84 e' 4 90 1.375 535 55 05 6.:20.000 4-;3-84 A490 1.375 535 55 06 200.000 4 3-8* A490 1.375 535 56 01 600.000 4--i.3-84 As.90 1.375 535 56 02 300.000 4 '3-84. A490 1.375 535 56 03 200.000 4-13-34 A490 1.375 535 56 04 750.000 4-13-94 A490 *
.375 525 56 05 600.000 i 4-13-84 A490 1.375 535 56 06 450.000 4-12-34 A490 t.375 534 31 01 1100,000 4-12-84 A410 1.375 534 31 02 730.000 4-12-34 . 4 ? 0 1.375 534 31 03 600,000
,-; 4 7 :>
4-12--64 . 375 534 3t 04 an6.n00 4 '.2-6+ A ~0 1.375 534 31 05 600.000 4-12-64 A 30 1.375 53 31 06 (100.000
- 4-12-84 A 4'30 1.375 534 32 01 1000.000 4 '. 2 -- 8 4 f.i490 1.375 534 32 02 2000.000 4-12-04 de30 1.375 534 32 03 1600.000 4~.2-84 0-.90 1.375 534 32 04 530.900 4-12-84 A490 t.375 534 32 05 ;100.000
- -12-84 vs. 70 1.375 534 32 06 1000.000 4-!2-64 f.4 90 :.375 534 33 01 800.000 4- L 2-64 A490 1.375 53 a3 02 7 .io. s '00 4-IP-64 A-70 1.375 534 33 03 7 7.'O . 0 0 0 4 -- b' - 8 4 A490 ;.375 534 33 04 9ve.U00 m 4-;1-64 Galo 1.375 534 33 05 700.000 4-t2-6 P490 ;.375 534 33 v6 w.tv. 000 4-12-04 A430 1.375 534 24 01 600.000 4 . 2-84 J490 . 375 534 34 03 d 0 t > . '.100 4 -; 2-a4 A470 . 375 534 34 va ,00.00u
... '. 2 - 3 4. ". . . m o 1.375 : 3.. 34 <in . ' . . n .1 1
., - 1. 'M . m0 t . J:,75 "$4 24 05 ... .' . :'v :
'2-64 :.375 334 34 3-32-A4 a . ,0 G15 0,075 535 19
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- -30-84 c ;0 0,875 21 3- 1-A4
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,;I25 n.675 532 *O 06 . . i.%
0.875 535 21 04 1.000 3-20-84 A490 06 1.000 A325 0.875 535 19 3-22-84 03 0.917 3-19-84 A325 0.875 532 18 0.875 535 19 05 0.917 3-22-84 A325 0.917 0.875 532 18 01 3-19-84 A325 0.833 A325 0.875 532 18 04 3-19-84 06 0.833 A490 0.875 535 21 3-20-84 05 0.833 A490 0.875 535 21 3-20-84 02 0.833 A325 0.875 535 19 3-22-84 03 0.833 A325 0.875 535 19 3-22-84 02 0.750 A325 0.875 532 18 3-19-84 05 0.750 A325 0.875 531 01 3-13-84 05 0.750 A325 0.875 532 18 3-19-84 06 0.667 3-23-84 A325 0.875 535 04 A490 0.875 535 15 05 0.667 3-13-84 04 0.667 3-13-84 A325 0.875 534 02 0.875 535 04 07 0.667 3-23-84 A325 0.875 535 19 01 0.667 3-22-84 A325 0.875 535 11 01 0.667 3-14-84 A325 '
0.875 533 16 02 0.667 3-16-84 A325 A325 0.875 534 02 06 0.583 3-13-84 07 0.583 3-14-84 A325 0.875 535 25 A325 0.875 535 07 04 0.583 3-15-84 03 0.500 3-13-84 A325 0.875 534 02 0.875 535 25 04 0.500 3-14-84 A325 A325 0.875 535 11 02 0.500 3-14-84 02 0.500 A325 0.875 535 25
'a 3-14-84 3-13-84 A325 0.875 535 05 08 0.500 A325 0.875 535 25 03 0.500 3-14-84 06 0.500 3-14-84 A325 0.875 535 25 535 07 03 0.500 3-15-84 A325 0.875 0.500 A325 0.875 535 19 04 3-22-84 03 0.500 3-14-84 A325 0.875 535 17 A325 0.875 534 02 07 0.500 3-13-84 05 0.458 3-14-84 A325 0.875 535 25 0.875 535 05 03 0.458 3-13-84 A325
,535 17 04 0.458 3-14-84 A325 0.875 A325 0.875 535 04 05 0.417 3-23-84 01 0.417 3-13-84 A325 0.875 535 05 0.875 535 04 04 0.417 3-23-84 A325 -
21 03 0.417 3-20-84 A490 0.075 535 532 25 07 0.375 3-15-84 A490 1.000 0.875 535 05 04 0.375 3-13-84 A325 A325 0.075 535 11 03 0.333 3-14-84 05 0.333 3-13-84 A325 0.875 534 02 A325 0.875 535 05 07 0.333 3-13-84 05 0.333 3-14-84 A325 0.875 535 11 A325 0.875 533 27 02 0.333 3-19-84 27 01 0.333 3-19-84 A325 0.875 533 0.875 533 34 04 0.333 3-16-84 A325 A490 0.875 535 02 07 0.333 3-13-84 02 0.333 3-13-84 A325 0.875 535 05 '"
A325 0.875 534 02 02 ,
3-13-84 06 3-13-84 A325 0.875 535 05 0.875 534 02 01 3-13-84 A325 AMIATESINC
- 3-14-84 A325 O.875 535 25 01
3-14-84 A325 0.875 535 11 04 0.333 3-16-84 A325 0.875 533 34 05 0.333 3-13-84 A325 0.875 535 05 05 0.292 3-14-84 A325 0.875 535 11 06 0.250 3-13-84 A325 0.875 531 06 03 0.250 4-6-84 A490 0.875 540 37 05 0.250 3-13-84 A325 0.875 531 06 04 0.250 3-23-84 A325 0.875 535 04 03 0.250 3-13-84 A325 0.875 531 06 05 0.250 3-13-84 A325 0.875 531 06 01 0.250 3-15-84 A490 1.000 532 25 06 0.250 3-16-84 A325 0.875 533 16 03 0.250 3-15-84 A325 0.875 536 05 03 0.250 3-14-84 A325 0.875 535 17 01 0.208 3-13-84 A490 0.875 535 15 06 0.208 3-15-84 A325 0.875 536 05 02 0.188 3-22-84 A325 0.875 535 27 07 0.167 3-13-84 A325 0.875 531 06 02 0.167 3-14-84 A325 0.875 530 11 04 0.167 3-16-84 A325 0.875 532 12 05 0.167 3-20-84 A490 0.875 535 38 02 0.167 3-16-84 A325 0.875 532 12 06 0.167 3-15-84 A325 0.875 536 05 01 0.167 3-16-84 A325 0.875 533 34 06 0.167 3-23-84 A325 0.875 535 04 02 0.167 3-16-84 A325 0.875 533 16 04 0.167 3-20-84 A490 0.875 535 30 13 0.167 3-23-84 A325 0.875 535 04 01 0.167 4-6-84 A490 1.375 540 10 06 0.167 3-15-84 A490 1.000 532 25 10 0.167 3-22-84 A325 0.875 535 27 02 0.167 3-13-84 A490 0.875 535 24 01 0.167
- 3-14-84 A325 0.875 532 01 01 O.167 3-15-84 A325 0.875 535 07 14 0.167 3-14-84 A325 0.875 532 01 07 0.167 3-14-84 A325 0.875 530 11 06 0.167 3-14-84 A325 0.875 532 02 07 0.167 3-14-84 A325 0.875 '535 17 07 0.167 3-14-84 A325 0.875 535 11 07 0.167 3-22-84 A325 . 0.875 535 27 06 0.167 3-22-84 A325 0.875 535 27 03 0.167 4-6-84 A490 1.375 540 25 02 0.125
_ 4-6-84 A490 1.375 540 24 04 0.125 3-13-84 A490 0.875 535 15 04 0.125
) 3-14-84 A325 0.875 532 01 05 0.083 1 4-6-84 A490 1.375 540 25 04 0.083
~
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- 05 10 0.000 4-6-84 A490 0.875 540 37 3-16-84 03 0.000 A325 0.875 533 21 01 3-15-84 A325 0.000 0.875 536 15 01 0.000 4-5-84 A490 1.375 540 15E 06 0.000 3-15-84 A325 0.875 536 15 3-14-84 02 0.000 A325 0.875 532 02 03 3-15-84 A325 0.000 0.875 536 15 03 0.000 4-5-84 A490 1.375 540 15W 01 0.000 3-15-84 A325 0.875 536 16 3-14-84 01 0.000 A325 0.875 530 18 02 3-15-84 A325 0.000 0.875 536 16 02 0.000 4-5-84 A490 1.375 540 05E 03 0.000 3-15-84 A325 0.875 536 16 3-20-84 03 0.000 A325 0.875 533 03 04 3-15-84 A325 0.000 0.875 536 14 01 0.000 3-20-84 A325 0.875 533 03 3-15-84 01 0.000 A325 0.875 536 14 02 3-23-84 A325 0.000 0.875 531 04 06 0.000 3-15-84 A325 0.875 536 14 3-20-84 03 0.000 A490 0.875 535 30 06 3-15-84 A325 0.000 0.875 536 06 01 0.000 3-20-84 A490 0.875 534 08 3-15-84 05 0.000 A325 0.875 536 06 02 4-4-84 A325 0.000 0.875 532 21 03 0.000 4-6-84 A490 0.875 540 37 3-19-84 01 0.000 A325 0.875 533 23 02 4-9-84 A490 0.000 0.875 540 36E 06 0.000 3-16-84 A325 0.875 532 13 3-15-84 06 0.000 l
- A325 0.875 536 13 02
! 3-16-84 A325 0.000 0.875 532 08 05 0.000 3-15-84 A325 0.875 536 13 4-4-84 03 0.000 A490 1.000 532 24 04 3-15-84 A325 -
0.000 0.875 536 08 01 0.000 3-16-84 A325 0.875 533 21 3-15-84 05 0.000 A325 0.875 536 08 O2 i- 4-5-84 A490 0.000 1.375 540 15W 05 0.000 3-15-84 A325 0.875 536 08 03 0.000 l! 3-14-84 A325 0.875 530 18 06 0.000 i~ 4-9-84 A490 0.875 540 36E 3-20-84 05 0.000 A325 0.875 532 26 09 4-9-84 A490 0.000 0.875 540 36E 04 0.000 3-23-84 A325 0.875 530 i - 02 05 0.000 4-9-84 A490 0.875 540 l
36E O2 0.000 3-19-84 A325 0.875 532 17 4-9-84 06 0.000 A490 0.875 540 36E 01 4-4-84 A490 0.000 1.000
~
4-9-84 A490 O.875 532 540 24 07 EM 36W OEM i 06 .
ASSOCIATESINC
3-16-84 A325 0.875 533 08 4-9-84 07 0.000 A490 0.875 540 36W 05 4-5-84 A490 0.000 1.375 540 15E O2 3-15-84 A325 0.000 0.875 535 07 08 3-14-84 A325 0.000 0.875 530 12 01 3-15-84 A325 0.000
- 0.875 535 07 09 3-20-84 A490 0.000 0.875 534 23 05 3-15-84 A325 0.000 0.875 535 07 10 3-16-84 A325 0.000 0.875 532 07 06 3-15-84 A325 0.000 0.875 535 07 11 0.000 3-14-84 A325 0.875 530 16 4-9-84 06 0.000 A490 0.875 540 36W 04 3-19-84 A325 0.000 0.875 533 20 08 3-20-84 A490 0.000 0.875 535 23 03 0.000 3-16-84 A325 0.875 533 19 03 0.000 3-15-84 A325 0.875 535 '07 4-9-84 13 0.000 A490 0.875 540 36W 03 0.000 I
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APPENDIX D PALO VERDE UNIT 3 HIGH STRENGTH BOLT TORQl!E CHECK FOR CRITICAL FRICTION FASTENERS M
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PALO VERDE UNIT 3 HIGH STRENGTH BOLT TORG
- ------------------------------------_--- UE_ _ _ _ _ .
INSP.DATE 4-24-84 BOLT A490 GRADE1.37S SIZE (IN) 535DWG.NO.53 CONN.NO. BOLT NO. NUT ROTAT 4-24-84 01 2385.000 A490 1.375 535 53 02
_ 4-24-84 A490 1.375 535 53 2385.000 4-24-84 03 2385.000 A490 1.375 535 53 04 4-24-84 A490 1.375 535 53 2385.000 4-24-84 05 2385.000 A490 1.375 535 53 06 4-24-84 A490 1.375 535 54 2385.000 4-24-84 01 2385.000 A490 1.375 535 54 02 4-24-84 A490 1.375 535 54 2385.000 4-24-84 03 2385.000 A490 1.375 535 54 04 4-24-84 A490 1.375 535 2385.000 54 05 2385.000 4-24-84 A490 1.375 535 54 4-24-84 06 2385.000 A4'30 1.375 535 ' 55 4-24-84 01 2385.000 A490 1.375 535 55 O2 4-24-84 A490 1.375 535 2385.000 55 03 2385.000 4-24-84 A490 1.375 535 55 4-24-84 04 2385.000 A490 1.375 535 55 05 4-24-84 A490 1.375 535 2385.000 55 06 2385.000 4-24-84 A490 1.375 535 56 4-24-84 01 2385.000 A490 1.375 535 56 02 4-24-84 A490 1.375 535 2385.000 56 03 2385.000 4-24-84 A490 1.375 535 56 4-24-84 04 2385.000 A490 1.375 535 56 05 4-24-84 A490 1.375 535 2385.000 56 06 2385.000 4-20-84 A490 1.375 535 49 01 2385.000 4-20-84 A490 1.375 535 49 02 2285.000 4-20-84 A490 1.375 535 4-20-84 49 03 2385.000 A490 1.375 535 49 04 4-20-84 A490 1.375 2385.000 535 49 05 2385.000 4-20-84 A490 1.375 535 49 4-20-84 A490 06 2385.000 1.375 535 50 01 2385.000 4-20-84 A490 1.375 535 50 02 2380.000 4-20-84 A490 1.375 535 50 03 2385.000 4-20-84 A490 1.375 535 50 4-20-84 04 2385.000
~ A490 1.375 535 50 05 4-20-84 A490 2385.000 1.375 535 50 06 2285.000 4-20-84 A490 1.375 535 51 4-20-84 01 2385.000 A490 1.375 535 51 02 4-20-84 A490 2385.000 1.375 535 51 03 2385.000 4-20-84 A490 1.375 535 51 04 4-20-84 A490 1.375 535 2385.000 51 05 2385.000
_ 4-20-84 A490 1.375 535 51 06 4-20-84 A490 2385.000 1.375 535 52 01 2385.000 4-20-84 A490 1.375 535 52 02 2385.000 4-20-84 A490 1.375 535 4-20-84 52 03 2385.000 A490 1.375 535 52 04 4-20-84 A490 2385.000 1.375 535 52 05 2385.000 4-20-84 A490 1.375 535 52 4-19-84 06 2285.000 A490 1.375 535 43 01 2385.000 4-19-84 A490 1.375 535 43 4-19-84 02 2385.000 l A490 1.375 535 43 03 i
4-19-84 A490 2385.006 1.375 535
~
43 04 4-19-84 A490 1.375 535 43 05 60 1
ASSOCIATES,INC
4-19-84 A490 1.375 535 4-19-84 A490 43 06 1.375 535 44 01 2285.000 4-19-84 A490 1.375
~
4-19-84 535 44 02 2385.000 A490 1.375 535 2385.000 4-19-84 A490 44 03 4-19-84 1.375 535 44 04 2385.000 A490 1.375 535 2385.000 4-19-84 44 05 A490 1.375 535 2385.000 4-19-84 44 06 A490 1.375 535 2385.000 4-19-84 A490 45 01 4-19-84 1.375 535 45 02 2385.000 A490 1.375 535 2385.000 4-19-84 A490 45 03 4-19-84 1.375 535 45 04 2385.000 A490 1.375 535 2385.000 4-19-84 A490 45 05 4-19-84 1.375 535 45 06 2385.000 A490 1.375 535 2385.000 4-19-84 A490 1.375 535 46 01 2385.000 4-19-84 A490 46 02 4-19-84 1.375 535 '
46 03 2385.000 A490 1.375 535 2385.000 4-19-84 A490 46 04 4-19-84 1.375 535 46 05 2385.000 A490 1.375 535 2385.000 4-19-84 A490 46 06 4-19-84 1.375 534 35 01 2385.000 A490 1.375 534 2385.000 4-19-84 A490 35 02 4-19-84 1.375 534 35 03 2385.000 A490 1.375 534 2365.000 4-19-84 A490 1.375 534 35 04 2385.000 4-19-84 A490 35 05 4-19-84 1.375 534 35 06 2385.000 A490 1.375 534 2385.000 4-19-84 A490 36 01 4-19-84 1.375 534 36 02 2385.000 A490 1.375 534 2385.000 4-19-84 A490 36 03 4-19-84 1.375 534 36 04 2385.000 A490 1.375 534 2385.000 4-19-84 A490 1.375 534 36 05 2285.000 4-19-84 A490 1.375 36 06 2385.000 4-19-84 534 37 01 A490 1.375 534 2385.000 4-19-84 A490 37 02 1.375 534 2385.000 4-19-84 A490 1.375 534 37 03 2385.000 4-19-84 A490 37 04 1.375 534 37 05 2385.000 4-19-84 A490 2385.000 4-19-84 1.375 534 37 06 A490 1.375 534 2385.000 4-19-84 A490 38 01 1.375 534 38 02 2385.000 4-19-84 A490 1.375 2385.000 4-19-84 534 38 03 A490 1.375 534 2385.000 4-19-84 A490 38 04
. 1.375 534 38 05 2385.000 4-19-84 A490 2385.000 4-18-84 1.375 534 38 06 A490 1.375 534 2385.000
- 4-18-84 A490 27 01 l
~
1.375 534 27 02 2385.000 4-18-84 A490 2385.000 4-18-84 1.375 534 27 03 A490 1.375 534 2385.000 l 4-18-84 A490 27 04 l 1.375 534 27 05 2385.000 4-18-84 A490 2385.000 4-18-84 1.375 534 27 06 A490 1.375 534 2385.000
!. 4-18-84 A490 28 01
\ 4-18-84 1.375 534 28 2385.000 A490 02 2385.000 l ~
4-18-84 1.375 534 28 03 A490 1.375 534 2385.000 4-18-84 A490 28 04 1.375 534 28 2385.000
'f 4-18-84 A490 1.375 534 05 23A5 0 4-18-84 A490 28 06 NEMWN 1.375 534 33 MMTO 01 ASSOCIATESE
4-18-84 A490 1.375 534 33 02 4-18-84 A490 1.375 534 33 2385.000 4-18-84 A490 03 2385.000 1.375 534 33 04 4-18-84 A490 1.375 534 33 2385.000 4-18-84 A490 05 2385.000 1.375 534 33 06
_ 4-18-84 A490 1.375 534 34 2385.000 4-18-84 A490 01 2385.000 1.375 534 34 02 4-18-84 A490 1.375 534 34 2385.000 4-18-84 A490 03 2385.000 1.375 534 34 04 4-18-84 A490 1.375 534 34 2385.000 4-18-84 A490 05 2385.000 1.375 534 34 06 3-23-84 A325 0.875 532 09 2385.000 3-22-84 A325 01 0.500 0.875 530 17 06 0.417 3-23-84 A325 0.875 531 3-26-84 02 04 0.333 A325 0.875 532 3-22-84 A325
, 21 03 0.250 0.875 530 03 02 3-26-84 A325 0.875 532 0.250 3-27-84 21 02 0.250 A325 0.875 535 06 3-26-84 A325 08 0.208 3-22-84 0.875 532 27 01 0.167 A325 0.875 530 16 3-22-84 A325 05 0.167 0.875 530 03 08 0.167 3-22-84 A325 0.875 530 3-22-84 03 04 0.167 A325 0.875 530 03 3-23-84 A325 06 0.083 0.875 531 02 03 3-23-84 A325 0.875 531 0.083 3-22-84 02 O2 0.083 A325 0.875 530 03 3-23-84 A325 03 0.083 0.875 531 02 01 3-28-84 A325 0.875 535 0.083 3-27-84 13 02 0.083 A325 0.875 535 28 3-22-84 A325 01 0.083 0.875 530 03 01 3-22-84 A325 0.875 0.083 530 01 03 4-3-84 A325 0.083 0.875 529 03 01 0.083 3-26-84 A325 0.875 533 3-22-84 09 06 0.083 A325 0.875 530 03 3-22-84 A325 07 0.042 3-29-84 0.875 530 16 04 0.042 A490 0.875 535 23 3-28-84 A490 06 0.042 0.875 534 08 02 3-28-84 A490 0.875 534 0.042 08 3-27-84 A325 01 0.042 0.875 535 06 09 3-22-84 A325 0.875 530 0.042 3-27-84 16 03 0.042 A325 0.875 534 10 3-29-84 A490 - 09 0.042 0.875 535 23 01 2-22-84 A325 0.875 530 0.042 3-27-84 17 07 0.042 A325 0.875 535 06
_ 3-28-84 A490 12 0.021 0.875 534 09 03 3-28-84 A490 0.875 534 0.021 3-27-84 09 02 0.021 A325 0.875 535 06 3-28-84 A490 10 0.021
~
0.875 534 09 01 3-28-84 A490 0.875 0.021 534 09 07 3-22-84 A325 0.875 0.021 f 3-28-84 530 16 O2 A490 0.875 534 0.021 3-29-84 09 05 0.021 A490 0.875 535 O2 3-28-84 A490 01 0.021 0.875 534 08 03
} 3-22-84 A325 0.875 0.021 3-28-84 530 16 07 0.not A490 0.875 534 09 3-26-84 A325 06 O.875 534 07 07
!_ ASSOCIATESINC
3-28-84 A490 0.875 3-29-84 534 09 A490 0.875 535 04 0.021 3-27-84 A325 23 05
~
3-27-84 0.875 534 21 0.021 A325 0.875 10 0.000 3-29-84 534 10 A490 0.875 535 05 0.000 3-27-84 A325 33 10 3-29-84 0.875 534 10 0.000 06 A490 0.875 535 0.000 3-27-84 A325 33 12 3-29-84 0.875 534 10 07 0.000 A490 0.875 535 0.000 3-27-84 A325 0.875 33 14 0.000 3-29-84 534 10 08 A490 0.875 535 0.000 3-30-84 A490 1.000 29 02 0.000 3-29-84 532 25 05 A490 0.875 535 0.000 3-27-84 A325 29 04 0.875 534 0.000 3-29-84 A490 0.875 12 01 0.000 3-27-84 535 ' 29 06 A325 0.875 534 0.000 3-29-84 A490 0.875 12 02 0.000 3-27-84 535 30 01 A325 0.875 534 0.000 3-29-84 A490 0.875 12 03 0.000 3-27-84 535 30 03 A325 0.875 534 0.000 3-29-84 A490 0.875 12 04 0.000 3-27-84 535 30 05 A325 0.875 534 0.000 3-29-84 A490 0.875 12 05 0.000 3-27-84 535 30 08 A325 0.875 534 0.000 3-29-84 A490 0.875 12 06 0.000 3-27-84 535 23 02 A325 0.875 534 0.000 3-29-84 A490 0.875 12 07 0.000 3-27-84 535 23 04 A325 0.875 534 0.000 3-29-84 A490 12 08 0.875 535 0.000 3-26-84 A325 0.875 33 07 0.000 3-29-84 533 14 01 A490 0.875 535 0.000 3-26-84 A325 24 01 3-29-84 0.875 533 14 02 0.000 A490 0.875 535 0.000 3-26-84 A325 0.875 24 03 0.000 3-29-84 533 14 03 A490 0.875 535 0.000 3-26-84 A325 24 05 0.875 533 0.000 3-29-84 A490 0.875 14 04 0.000 3-26-84 535 24 07 A325 0.875 533 0.000 3-29-84 14 05 A490 0.875 535 0.000 3-26-84 A325 02 02 0.000 3-29-84 0.875 533 14 06 A490 0.875 535 0.000 3-26-84 A325 0.875 O2 04 0.000 533 3-29-84 A490 14 07 0.000 3-26-84 0.875 535 O2 06 A325 0.875 533 0.000 3-29-84 14 08 A490 0.875 535 0.000 3-26-84 09 A325 01 0.000 3-29-84 0.875 533 16 01 A490 0.875 535 0.000 3-26-84 A325 0.875 09 03 0.000 3-29-84 533 16 02 A490 0.875 0.000 3-26-84 A325 0.875 5.~ 5 09 05 0.000 3-29-84 533 16 03 A490 0.875 536 0.000
- 3-26-84 A325 09 07 0.000 3-28-84 0.875 533 16 04 A325 0.875 536 0.000
, 3-26-84 A325 14 02 0.000 3-28-84 0.875 533 16 05 A325 0.875 536 0.000 i
3-26-84 A325 O.875 15 01 533 16 06 <
ASSOCIATESINC.
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3-28-84 A325 0.875 536 15 3-26-84 A325 03 0.000 0.875 533 18 01 3-28-84 A325 0.875 0.000 536 16 02 3-26-84 A325 0.875 0.000 533 18 02 3-28-84 A325 0.875 0.000 536 17 01 0.000 3-26-84 A325 0.875 533 18 03 0.000 3-28-84 A325 0.875 536 17 03 0.000 3-26-84 A325 0.875 533 18 04 0.000 3-29-84 A490 0.875 535 33 05 0.000 3-26-84 A325 0.875 533 18 05 0.000 3-28-84 A325 0.875 535 13 04 0.000 3-26-84 A325 0.875 533 18 06 0.000 3-28-84 A325 0.875 535 13 06 0.000 3-26-84 A325 0.875 533 18 07 0.000 3-28-84 A325 0.875 535 17 01 0.000 3-26-84 A325 0.875 533 3-28-84 08 01 0.000 A325 0.875 535 17 3-26-84 A325 03 0.000 0.875 533 08 02 3-28-84 A325 0.875 0.000 535 17 05 0.000 3-26-84 A325 0.875 533 3-28-84 08 03 0.000 A325 0.875 535 17 3-26-84 07 0.000 A325 0.875 533 08 04 3-29-84 A490 0.000 0.875 535 33 03 0.000 3-26-84 A325 0.875 533 3-29-84 A490 08 05 0.000 0.875 535 33 01 3-26-84 A325 0.875 0.000 533 08 06 0.000 3-29-84 A490 0.875 535 31 06 3-26-84 A325 0.875 533 08 0.000 3-29-84 07 0.000 A490 0.875 535 31 04 3-26-84 A325 0.000 0.875 533 08 08 3-29-84 A490 0.875 535 31 0.000 3-26-84 02 0.000 A325 0.875 533 09 3-28-84 01 0.000 A490 0.875 534 08 3-26-84 05 0.000 A325 0.875 533 09 3-28-84 A490 02 0.000 0.875 534 08 07 3-26-84 A325 0.000 0.875 533 09 03 0.000 3-27-84 A325 0.875 536 01 02 0.000 3-26-84 A325 0.875 533 3-27-84 09 04 0.000 A325 0.875 536 02 01 3-26-84 A325 0.000 0.875 533 09 05 0.000 3-27-84 A325 0.875 536 02 03 0.000 3-30-84 A490 . 1.000 532 25 04 0.000 3-27-84 A325 0.875 536 03 02 0.000 3-26-84 A325 0.875 533 3-27-84 09 07 0.000
~ A325 0.875 536 04 01 3-26-84 A325 0.875 533 09 0.000 3-27-84 08 0.000 A325 0.875 536 04 03 3-26-84 A325 0.875 0.000
'- 533 09 09 0.000 3-27-84 A325 0.875 536 05 02 0.000 3-26-84 A325 0.875 533 3-27-84 09 10 0.000 A325 0.875 536 06 3-30-84 01 0.000 A490 1.000 532 24 3-27-84 10 0.000 A325 0.875 536 06 03 3-26-84 A325 0.875 0.000 g 532 27 02 3-27-84 A325 0.875 533 3-26-84 26 02 A325 O.875 532 27 03 l ASSOCIATESINC .
3-27-84 A325 0.875 533 3-26-84 A325 26 04 0.875 532 27 04 0.000 3-27-84 A325 0.875 0.000
~
3-26-84 533 26 06 A325 0.875 532 0.000 3-27-84 A325 27 05 0.875 533 26 0.000
~3-26-84 A325 08 0.000 0.875 532 19 3-27-84 A325 01 0.000 0.875 533 27 3-26-84 A325 0.875 532 02 0.000 3-27-84 A325 19 02 0.875 533 0.000 3-26-84 A325 27 04 0.875 532 0.000 3-27-84 A325 19 03 3-26-84 0.875 533 27 06 0.000 A325 0.875 532 0.000 3-27-84 A325 19 04 0.875 533 0.000 3-26-84 A325 28 02 0.000 0.875 532 19 3-27-84 A325 0.875 533 05 0.000 3-26-84 A325 28 04 0.000 3-27-84 0.875 532 ~
19 06 A325 0.875 533 0.000 3-26-84 A325 28 06 0.000 0.875 532 19 3-27-84 A325 0.875 07 0 000 3-26-84 533 29 02 A325 0.875 532 0.000 3-27-84 A325 19 08 0.000 0.875 533 29 3-26-84 A325 0.875' 532 04 0.000 3-27-84 21 01 A325 0.875 533 0.000 3-30-84 A490 29 06 0.000 3-27-84 1.000 532 24 09 A325 0.875 535 0.000 3-30-84 34 02 A490 1.000 532 0.000 3-27-84 24 08 A325 0.875 535 0.000 3-26-84 34 04 A325 0.875 532 0.000 3-27-84 21 04 A325 0.875 535 0.000 3-26-84 34 06 A325 0.875 532 0.000 3-27-84 21 05 A325 0.875 535 0.000 3-26-84 34 08 A325 0.875 532 0.000 3-27-84 21 06 A325 0.875 535 0.000 3-26-84 26 02 A325 0.875 532 0.000 3-27-84 21 07
- A325 0.875 535 0.000 3-26-84 26 04 A325 0.875 532 0.000 3-27-84 21 08 A325 0.875 535 0.000 3-26-84 A325 26 06 0.000 3-29-84 0.875 532 21 09 A490 0.875 535 0.000 3-26-84 31 01 A325 0.875 532 0.000 3-27-84 21 10 A325 0.875 535 0.000 3-26-84 28 03 A325 0.875 534 0.000 3-27-84 07 01 A325 0.875 535 0.000 3-26-84 A325 0.875 534 28 05 0.000 3-27-84 A325 07 02 0.875 535 0.000 3-26-84 28 07 A325 0.875 534 0.000 3-27-84 A325 07 03 0.875 535 0.000 3-26-84 14 02 A325 0.875 534 0.000 3-27-84 A325 07 04 0.000 3-26-84 0.875 535 14 04 A325 0.875 534 0.000 3-27-84 A325 07 05 0.000 3-26-84 0.875 535 14 06
~ A325 0.875 534 0.000 3-27-84 A325 07 06 0.000 3-30-84 0.875 535 25 01 A490 1.000 532 0.000 l 3-27-84 24 07 A325 O.875 535 0.000 3-26-84 A325 O.875 534 25 04 03 01 MM 6
l ASSOCIATESINC
3-27-84 A325 0.875 535 3-26-84 A325 25 05 0.000 3-27-84 0.875 534 04 02 A325 0.875 535 0.000 3-26-84 25 07 A325 0.875 534 04 0.000 3-27-84 A325 0.875 535 03 0.000 3-26-84 06 02 A325 0.875 534 0.000 3-27-84 A325 04 04 0.000 0.875 535 06 04 3-23-84 A325 0.000 3-27-84 0.875 532 17 01 A325 0.875 535 0.000 3-23-84 06 06 A325 0.875 532 0.000 3-30-84 17 02 A490 1.000 532 0.000 3-23-84 25 10 A325 0.875 532 0.000 3-30-84 17 03 A490 1.000 532 0.000 3-23-84 25 08 A325 0.875 532 0.000 3-30-84 17 04 A490 1.000 532 0.000 3-23-84 , 25 07 A325 0.875 532 0.000 3-27-84 17 05 A325 0.875 535 0.000 3-23-84 A325 06 14 0.000 0.875 532 17 3-27-84 A325 0.875 535 06 0.000 3-23-84 A325 24 02 0.000 0.875 532 17 07 3-27-84 A325 0.875 0.000 3-23-84 535 24 00 A325 0.875 532 0.000 3-27-84 17 08 A325 0.875 534 0.000 3-23-84 24 06 A325 0.875 532 0.000 3-27-84 18 01 A325 0.875 534 0.000 3-23-84 A325 03 01 0.000 3-27-84 0.875 532 18 02 A325 0.875 534 03 0.000 3-23-84 A325 03 0.000 3-27-84 0.875 532 18 03 A325 0.875 534 0.000 3-23-84 03 05 A325 0.875 532 0.000 3-27-84 18 04 A325 0.875 534 03 0.000 3-23-84 A325 07 0.000 3-27-84 0.875 532 18 05 A325 0.875 534 0.000 3-23-84 21 02 A325 0.875 532 18 0.000
_ 3-27-84 A325 0.875 534 06 0.000 3-23-84 21 04 A325 0.875 532 0.000 3-27-84 18 07 A325 0.875 534 21 0.000 3-23-84 A325 06 0.000
- 0.875 532 18 08 3-27-84 A325 0.000 3-23-84 0.875 534 21 08 A325 0.875 532 0.000 3-30-84 07 01 A490 1.000 532 25 0.000 3-23-84 A325 06 0.000 0.875 532 07 02 3-27-84 A325 0.000 3-23-84 0.875 534 21 12 A325 0.875 532 0.000 3-27-84 07 03
~ A325 0.875 534 0.000 3-23-84 21 14 A325 0.875 532 0.000 3-27-84 07 04 A325 0.875 534 0.000 3-23-84 14 02 1 A325 0.875 532 0.000 3-27-84 07 05 A325 0.875 534 0.000 3-23-84 14 04 A325 0.875 532 0.000 3-27-84 07 06 A325 0.875 534 0.000 3-23-84 14 06 A325 0.875 532 0.000 3-27-84 07 07 A325 0.875 534 0.000 3-23-84 14 08 A325 0.875 532 0.000 3-27-84 07 08
- A325 0.875 534 20 0 O in 3-23-84 A325 02 O.875 532 07 09 ASSOCIATESINC
e 3-27-84 A325 0.875 3-23-84 534 20 04 A325 0.875 532 0.000 3-27-84 A325 08 01 0.875 534 20 0.000 3-23-84 A325 06 0.000 0.875 532 08 3-27-84 A325 0.875 534 02 0.000
'3-23-84 A325 10 01 0.875 532 0.000 3-27-84 A325 08 03 0,000 0.875 534 10 3-23-84 A325 0.875 532 03 O. 000 3-29-84 A490 08 04 0.000 0.875 535 33 3-23-84 A325 0.875 532 11 0.000 3-29-84 A490 08 05 0.000 0.875 535 29 01 3-23-84 A325 0.875 0.000 3-29-84 532 08 06 A490 0.875 535 0.000 3-30-84 A490 29 05 0.000 1.000 532 24 3-29-84 A490 06 0.OOG 0.875 535 30 3-23-84 A325 0.875 532 02 0.000 3-29-84 A490 - 09 02 0.000 3-23-84 0.875 535 30 06 A325 0.875 532 0.000 3-29-84 A490 09 03 0.000 0.875 535 23 3-23-84 A325 0.875 532 03 0.000 3-29-84 A490 09 04 0.000 0.875 535 23 07 3-23-64 A325 0.875 0.000 3-29-84 532 09 05 A490 0.875 535 0.000 3-23-84 24 04 A325 0.875 532 0.000 3-29-84 A490 09 06 0.000 0.875 535 33 06 3-23-84 A325 0.875 0.000 3-29-84 532 01 01 A490 0.875 535 0.000 3-23-84 A325 02 05 0.000 0.875 532 01 02 3-29-84 A490 0.875 0.000 3-23-84 535 09 02 A325 0.875 532 0.000 3-29-84 A490 01 03 0.000 0.875 535 09 06 3-23-84 A325 0.875 0.000 3-28-84 532 01 04 A325 0.875 536 0.000 3-23-84 14 03 A325 0.875 532 0.000 3-28-84 01 05 A325 0.875 536 0.000 3-23-84 16 01 A325 0.875 532 0.000 3-28-84 A325 01 06 0.000 3-23-84 0.875 536 17 02 A325 0.875 532 0.000 3-28-84 A325 01 07 0.000 0.875 3-23-84 535 13 03 A325 0.875 532 0.000 3-28-84 A325 01 08 0.000 0.875 535 13 3-23-84 A325 0.875 07 0.000 3-28-84 ' 532 02 01 A325 O.875 535 0.000 3-23-84 A325 17 04 0.875 532 0.000 3-29-84 A490 02 02 0.000 0.875 535 33 3-23-84 A325 0.875 04 0.000 3-29-84 532 02 03 A490 0.875 535 0.000 3-23-84 31 07 A325 0.875 532 0.000
, 3-29-84 A490 02 04 0.000 0.875 535 31 03 3-23-84 A325 0.875 0.000 3-28-84 532 02 05 A490 0.875 534 0.000 3-23-84 08 06 A325 0.875 532 0.000
~
3-27-84 02 06 A325 0.875 536 0.000 3-23-8* 01 03 A325 0.875 532 0.000 3-27-84 02 07 A325 O.875 536 0.000 3-23-84 03 01 98TRIICitIRAI.
A325 O.875 532 02 08 06 ASSOCIATES,INC
3-27-84 A325 0.875 536 04 02 3-23-84 A325 0.875 532 0.000 3-27-84 02 09 0.000 A325 0.875 536 05 3-23-84 A325 03 0.000 0.875 532 03 01 3-27-84 A325 0.875 533 0.000 3-23-84 26 01 0.000
~
A325 0.875 532 03 3-27-84 A325 02 0.000 0.875 533 26 05 3-23-84 A325 0.875 532 0.000 3-27-84 03 03 0.000 A325 0.875 533 27 3-23-84 A325 01 0.000 0.875 532 03 04 3-27-84 A325 0.875 533 0.000 3-23-84 27 05 0.000 A325 0.875 532 03 3-27-84 A325 05 0.000 0.875 533 28 03 3-23-84 A325 0.875 532 0.000 3-27-84 03 06 0.000 A325 0.875 533 3-23-84 A325 0.875 532
' 29 01 0.000 3-27-84 03 07 0.000 A325 0.875 533 29 3-23-84 A325 05 0.000 0.875 532 03 08 0.000 3-27-84 A325 0.875 535 3-23-84 34 03 0.000 A325 0.875 532 03 3-27-84 A325 09 0.000 0.875 535 34 07 3-23-84 A325 0.875 0.000 531 01 01 3-27-84 A325 0.875 0.000 535 26 03 3-23-84 A325 0.875 0.000 531 01 02 3-27-84 A325 0.000 0.875 535 26 07 0.000 3-23-84 A325 0.875 531 3-27-84 01 03 0.000 A325 0.875 535 28 3-23-84 04 0.000 A325 0.875 531 01 3-27-84 04 0.000 A325 0.875 535 14 3-23-84 01 0.000 A325 0.875 531 01 3-27-84 A225 05 0.000 0.875 535 14 05 0.000 3-30-84 A490 1.000 532 3-27-84 24 05 0.000 A325 0.875 535 25 3-30-84 02 0.000 A490 1.000 532 24 3-27-84 04 0.000 A325 0.875 535 25 3-30-84 A490 1.000 532 06 0.000 3-27-84 24 03 0.000 A325 0.875 535 06 3-30-84 A490 03 0.000 1.000 532 24 02 3-27-84 A325 0.875 0.000 535 06 07 0.000 3-23-84 A325 0.875 531 3-27-84 02 05 0.000 A325 0.875 535 06 3-23-84 11 0.000 A325 .
0.875 531 02 3-27-84 06 0.000 A325 0.875 535 24 3-23-84 01 0.000 A325 0.875 531 02 3-27-84 07 0.000
~~ A325 0.875 534 24 3-22-84 05 0.000 A325 0.875 530 15 3-27-84 01 0.000 A325 0.875 534 03 3-22-84 02 0.000 A325 0.875 530 15 3-27-84 02 0.000 A325 0.875 534 3-22-84 03 06 0.000 A325 0.875 530 15 3-27-84 03 0.000 A325 0.875 534 21 3-22-84 A325 03 0.000 0.875 530 15 04 3-27-84 A325 0.875 0.000 534 21 07 0.000 g 3-22-84 A325 0.875 530
- 3-27-84 15 05 0.000 A325 3-22-84 A325 O.875 O.875 534 530 21 15 11 06 N
i
-I ASSOCIATESINC
3-27-84 A325 0.875 3-22-84 534 14 01 A325 0.875 530 0.000 3-27-84 15 07
~ A325 0.875 534 0.000 3-22-84 14 05 A325 0.875 530 0.000 3-27-84 15 08 A325 0.875 534 0.000 3-22-84 20 01 A325 0.875 530 0.000 3-27-84 16 01 A325 0.875 534 20 0.000 3-30-84 A490 1.000 532 05 0.000 3-27-84 24 01 A325 0.875 534 0.000 4-3-84 10 02 A325 0.875 538 0.000 3-29-84 A490 03 03 0.875 535 33 0.000 4-3-84 A325 13 0.000 3-29-84 0.875 538 03 02 A490 0.875 535 0.000 4-3-84 A325 29 07 0.875 538 0.000 3-29-84 A490 03 01 0.000 0.875 535 33 3-22-84 A325 0.875 530 09 0.000 3-29-84 A490 - 16 06 0.875 535 24 0.000 4-3-84 A325 02 0.000 0.875 538 02 03 3-29-84 A490 0.875 0.000 3-22-84 535 02 03 A325 0.875 530 0.000 3-29-84 16 08 A490 0.875 535 09 0.000 3-22-84 A325 04 0.000 3-28-84 0.875 530 10 01 A325 0.875 536 0.000 3-22-84 15 O2 A325 0.875 530 0.000 3-28-84 10 02 A325 0.875 535 13 0.000 3-22-84 A325 01 0.000 3-28-84 0.875 530 10 03 A325 0.875 535 17 0.000 3-22-84 A325 0.875 530 02 0.000 3-29-84 10 04 A490 0.875 535 0.000 3-22-84 33 02 A325 0.875 530 0.000 3-28-84 10 05 A490 0.875 534 0.000 3-22-84 08 04 0.000 A325 0.875 530 10 3-27-84 A325 06 0.000 3-22-84 0.875 536 O2 O2 A325 0.875 530 0.000 3-27-84 10 07
- A325 0.875 536 05 0.000 3-22-84 A325 01 0.000 0.875 530 10 08 3-27-84 A325 0.000 3-22-84 0.875 533 26 03 A325 0.875 530 0.000 3-27-84 10 09 0.000 A325 3-22-84 0.875 533 27 03 A325 0.875 530 0.000 3-27-84 11 11 A325 0.875 533 0.000 3-22-84 28 05 A325 0.875 530 0.000 3-27-84 11 11 A325 0.875 535 34 0.000 3-22-84 A325 01 0.000 0.875 530 11 11 3-27-84 A325 0.875 0.000 3-22-84 535 26 01 A325 0.875 530 0.000 3-27-84 11 11 A325 0.875 535 0.000 3-22-84 28 02 A325 0.875 530 0.000 3-27-84 11 11 A325 0.875 535 0.000 3-22-84 14 03 0.000 A325 0.875 530 3-27-84 11 11 A325 0.875 535 0.000 3-22-84 25 04
~ A325 0.875 530 0.000 3-27-84 01 01 A325 0.875 535 0.000 3-22-84 06 05 0.000 A325 0.875 530 l 3--27-84 01 02 0.000 A325 O.875 535 06 13 ST1HJ M 4-3-84 A325 O.875 538 02 02 6
ASSOCIATES E
3-27-84 A325 0.875 534 3-22-84 24 07 A325 0.875 530 01 0.000 3-27-84 A325 04 0.000 0.875 534 21 01 3-22-84 A325 0.875 530 0.000 3-27-84 01 05 0.000 A325 0.875 534 21 3-22-84 A325 09 0.000
~ 0.875 530 01 06 3-27-84 A325 0.875 534 0.000 3-22-84 14 03 0.000 A325 0.875 530 01 3-27-84 A325 07 0.000 0.875 534 20 03 3-22-84 A325 0.875 530 0.000 3-27-84 01 08 0.000 A325 0.875 534 10 4-3-84 A325 04 0.000 0.875 538 02 01 3-29-84 A490 0.875 0.000 535 30 04 4-3-84 A325 0.875 0.000 538 04 03 3-29-84 A490 0.000 4-3-84 0.875 535 , 24 06 A325 0.875 538 0.000 3-28-84 04 02 0.000 A325 0.875 536 14 4-3-84 A325 01 0.000 3-28-84 0.875 538 04 01 A325 0.875 535 0.000 3-22-84 13 05 0.000 A325 0.875 530 03 3-29-84 A490 05 0.000 0.875 535 31 05 4-3-84 A325 0.875 538 0.000 3-27-84 01 03 0.000 A325 0.875 536 03 4-3-84 A325 03 0.000 0.875 538 01 02 3-27-84 A325 0.875 533 0.000 4-3-84 26 07 0.000 A325 0.875 538 01 3-27-84 A325 01 0.000 3-22-84 0.875 533 29 03 A325 0.875 530 0.000 3-27-84 04 01 0.000 A325 0.875 535 26 3-22-84 A325 05 0.000 3-27-84 0.875 530 04 02 A325 0.875 535 0.000 3-22-84 14 07 0.000 A325 0.875 530 04 3-30-84 A490 03 0.000 3-22-84 1.000 532 25 09 0.000 A325 0.875 530 04 3-27-84 A325 04 0.000 0.875 534 03 04 3-22-84 A325 0.000 3-27-84 0.875 530 04 05 0.000 A325 0.875 534 21 3-22-84 A325 13 0.000 3-27-84 0.875 530 17 01 A325 0.875 534 0.000 3-22-84 20 07 0.000 A325 0.875 530 3-29-84 17 02 A490 0.875 535 33 0.000
.- 3-22-84 A325 08 0.000 3-28-84 0.875 530 17 03 A325 0.875 536 16 0.000 3-22-84 A325 03 0.000 3-27-84 0.875 530 17 04
- A325 0.875 536 01 0.000 3-22-84 A325 01 0.000 0.875 530 17 05 3-27-84 A325 0.000 4-3-84 0.875 533 28 01 0.000 A325 0.875 529 3-27-84 06 02 0.000 A325 0.875 535 28 4-3-84 A325 06 0.000 3-27-84 0.875 529 06 01 A325 0.875 0.000 3-22-84 535 24 03 A325 0.875 530 0.000 3-27-84 14 01 0.000 A325 0.875 534 14 3-22-84 A325 07 0.000 3-29-84 0.875 530 14 02 A490 0.875 0.000 535 3-22-84 A325 O.875 530 02 14 07 03 MM
\
0 iM t ASSOCIATESINC
3-27-84 A325 0.875 536 06 02 0.000 3-22-84 A325 O.875 530 14 04 0.000
. 3-27-84 A325 0.875 535 06 3-22-84 01 0.000 A325 0.875 530 14 3-29-84 A490 05 0.000 0.875 535 29 03 0.000 3-22-84 A325 0.875 530 14 06 0.000 3-27-84 A325 0.875 535 3-28-84 34 05 0.000 A325 0.875 535 17 3-27-84 06 0.000 A325 0.875 534 21 3-22-84 05 0.000 A325 0.875 530 14 3-22-84 07 0.000 A325 0.875 530 14 08 0.000 l
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APPENDIX E TORQUE COEFFICIENTS MEASURED BY BECHTEL FOR BOLTS IN VARIOUS CONDITIONS u
ene 4
l S l
1 STRUCTUIUH.
INTEGIUTY l ASSOCIATESINC m- -- -
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b SIGNATURE -
DATE I~I)
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h PROJECT - NN6 5 Jos no. f oio'?
SAMA.E MATEttA L. pgAngygg, THGW fu . f b. ML ToltauE FocTa4 2 6. TYPE 6 mad Pet pu [_LM (.Wb Te s.c4 [Fr-Lb5 CoEF [C) 3 \ A3zs- Y'/ 10 90,ico 4
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s 390 ,0.l37 A 32 s / 8 72,1oo s'qrto St,cco 6co o. ite 8 (, A316 / 6 72,7eo 50,290 51,c4c SEO 9
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'd A 315 / 6 72,7oo 60,tso Si, ice 540 c. i2 7 i A 32f /k 7 lot,7m 71,no 78, cc etb o. Ilo i2 lo A 5IS / 'N 7 Loi,7 m
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- DATE f-11-13 CHECKED- '
DATE
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SUBJECTIEST kTA FoR Nct CC W7 L DCE 9310 SHEET- OF- SHEETS
' '2mA.E Maid AL Ot4Mhfit TelltEhD5
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bu. .1 Fu. h at rot w e menW.)L TYPE (naoic.h psa noi
[ud [L b5-) TEN 540*l hi- LM C06-3 3l A351 SD ($ $ $76 [$
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s 14,cco isq l o.t44 Auq ab 7
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37 AiS$ 67 O.l39 V4 to 41,150 29,n 5' .29,1c0 2Lo 50 30 Alib B7 V4 o.ILI
" 31 10 41,75D 14,ttf J9,iCC 2I0 o.111 A193 07 V/ 10 41,750 23,tts 19,500 J40 i2 o,ilo 40 419 B7 V/ lo 41,750 l'f,1L5' 29,ico .13 6 0.119 VI At93 01 1 6 7 s,750 63,o15 52,9cc 040 0 I46 4I Ain 87 I 8 75,8 0
'5 53,015 63,cco 7,10 0 16'6 45 &l93 B7 I 8 75, 8 o 5 3,ots'
'5 49 53,t;oo 53o o lli Al% B7 I $ 75,750 53,o15' 51,9co 500 )
6 A fi3 67 l '11 7 121,its 0.lll 99,710 95 cCC 114 7 0, tio 28 1/6 A 113 B7
'S l'4 7 illtLs i 11,790 SG,6cc) 13 3 Z. 0,15o 47 Al93 57 l'N l 111,1 6 94,710 %,5co m 48 IPA O. s 52.
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APPENDIX F PALO VERDE UNIT 1 PRELOAD CALCULATIONS FOR NUTS MEASURED AS GREATER THAN 300 ROTATION FROM REQUIREMENT eD 6.
INTEbW ASSOCIATESINC
- j , j ('* i (*'" ( -
INLO VECE I sc Il0 TAT!"h ) 30 DEGilEIS .DiC04D CALC.LAilfh *0.I10)
N A ASS.pC TA TURh F T0101 $!SM INSP.DCE SU Gilsit 5 E:M X. iC. CDA.C. 80J he. C W NIN SG. :n K Fa !!TS SIN U T.E SW $!641/ S:GM II 59EC ACT SE SM' ACT min UTS *W n 3 64 .E25 0.85 529 04 0E i250 9.000 t 1 95 sik S!GE 1
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G APPENDIX K RANGE OF VIBRATION STRESSES IN ANCHOR BOLTS FOR ROTATING EQUIPMENT AND ACTUAL VS. ALLOWABLE LOADS IN EQUIPMENT ANCHORAGE AND STRUCTURAL STEEL JOINTS (PER BE m
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3 TARI E A. RANGE OF STRESSES IN Tile ANCHOR BOI.TS DUE TO VIBRATIONS IN THE ROTATING TYPE EQUIPMENT Allowable Stress per AISC Type, Number Artual Appendix R No.
and Scie of Torque Vibratory f or 2 x 10 6
- Name of Equipment 1.na .it s on INg. Nn. Anth. lin i t s, Required Stress Cyrles or More Remarks 1 llaxh Pressure S.ilety Aux l3 {-ZAS 1IH 14-l/4" $ 0 in sei i e..n Pump 2.1 khi V.o r s at is.n of at
,F l . 40' A-50/ (Snux TaghtI l e.i n t M kas SIB-P02 (Table B1) 2 Essential Chilled Control ll-C-ZJS-100 A-l/2" $ 0 Water Pump El. 14' 0.75 ksi Variation of at A-107 (Snug Tsaht) least 8 ksi ECB-Pol (Table H1)
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Containment Spray Aux 11-C-ZAS-242 1-2" $ 240-2'io Pump El. 40' A-191 I t -lles 1.0 ksi N if See note ll-C-ZAS-Ilo 12-1-l/4" $ 0 1.9 ksi Variation of at Support at 15 as e.med.
A-107 (Snug Tight) Icast 8 kai SIA-Pol (Table 83) 4 Diesel Cencrator DGil DET 11 on 4-l/2" $ 0 1.0 ksi Room Essential El. 111'-0" Variation of at I:1-C-ZGS- l i fe A-101 (Snug Taght) least 8 ksi Exhaust Fan (HDA-Jol)
(Table B3)
'n Essential Aar Auu 11-P-ZAI.-706 4-7/8" $ 0 0.21 ksi llandling Unit Variation of at El. 170' A-101 (Snug Tight )
HAA-206 least 8 ksi Il-C-ZAS ' sit'.
(Table 3)
NOTE: The prestress enrresponding to a torque ni 240 It-lbs is 2.8 ksi which is larger than the st resses in the bolts due to vibration.
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TABLE B. ACTUAL VS. ALLOWABI.E LOADS IN EQllIPMENT ANCif0 RAGE Actual No. Size I.oa d Allowable and Type in the Load in Name of Anchor Equipment of Anchor the Anchor Location Dwg. No. Bolts lloi t s Bolts Remarks
- 1. Containment Top of Reactor 13-C-ZCS-382 10-1" $
CEDM Air Vessel Missile 42 4 L. Vendor requires A449 Anchor 10-1 $ A-307 anchor Cooling Unit Shield Slah llolts bolts. Therefore no Supplied calculations have been made, l'
- 2. Containment EL. 140' 13-C-ZCS-534 k Normal Air 6-5/8" $ 3.5 4.52 Fan is GusPENMD A307 Tension , f ge, M Pt.AT Fo R ed Cooling Unit Fans 3.a Containment EL. 95'-11 13-C-ZCS-544 4-1" $ A325 Shear Reactor Cavity Sheap/
1.13 Bolt k 11.78 / Bolt ion Teng/ Bolt 0.7 Tens {on 31.4 / Bolt 3.b Fan Support EL. 95'-11 13-C-ZCS-544 2-7/8" $ Shear 2.1 Shear 18.4 k Beam C8 x 18.75 A325 l
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TABLE C. ACTUAL VS. ALLOWABLE LOADS IN STRUCTURAL STEEL . JOINTS
- w Allowable Reaction lleam Building Location Dwg. No. per Table I Hargin Connection Type Actual Reaction of AISC (F.S.)
- 1. Auxiliary El. 120 Ft. 13-C-ZAS-533 4 7/8" $ A325-N 46.6 k 72.2 k 1.55
- 2. Control El. 120 Ft. 13-C-ZJS-510 6 7/8" $ A325-N 93 k 108.2 1.16
- 3. Auxiliary El. 120 Ft. 13-C-ZAS-584 2 7/8" $ A325-N 9.5 k 18.04 1.90
- 4. Containment El. 100'-0" 13-C-ZCS-530 k 9-1" $ A325 165.5 212 1.28 I
- 5. Containment El. 140'-0" 13-C-ZCS-535 7 7/8" $ A490F 107.6 168.4 1.57 2
- 6. Containment El. 140'-0" 13-C-7.CS-535 k 7 7/8" $ A490F 96.l 168.4 1.75 2
- 7. Containment El. 140'-0" 13-C-ZCS-573 6 1-3/8" $ A490F Sheap 1.94 3
Det. I Sheag/Bolg 13.6 26.4/Bolg Ten. 13.4 / Bolt Ten. 80.2 /
Bolt 5.99
, 8.a Containment El. 155'-0" 13-C-ZCS-540 12 1-3/8" $ A490F Shear k Shear 1.05 75.88 / Bolt k 79.52 / Bolt 8.h Containment El. 155'-0" l'l-C-ZCS-540 6 1-3/8" $ A490 1096 1796 1.64 8.c Containment El. 155'-0" 13-C-ZCS-540 16 1-3/8" $ A490 667 3828 5.74
- 9. Containment El. 140'-0" 13-C-ZCS-534 10 7/8" $ A490 216.0 2.41 0 1.12 w/o pipe reaction G 261 k 362 1.39
{ w/ pipe reaction
- 10. Containment El. 140'-0" k k 13-C-ZCS-535 7 7/8" $ A490 86.2 126 1.46 w/o pipe reaction
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TABLE C. ACTUAL VS. ALLOWABLE LOADS IN STRUCTURAL STEEL JOINTS -
Allowable Reaction Beam per Table 1 Margin Building Location Dwg. No. Connection Type Actual Reaction of AISC (F.S.)
I14.4 k lo. C o NYD. 189 1.65 w/ pipe reaction
- 1. Critical connection
- 2. Critical connection providing lateral support for safety injection tank
- 3. Critical connection attaching keyway to structural steel beam
- 4. Critical connection pipe whip restraint for main steam line g Allow ow t3 AA(. m ( EC Ast o l' L 4 T L u c eJ c.dLtTtt.iAna cvg ta Htq (
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- 1. The connections for steel members which provided support for critical corponents such as the safety injection tanks.
Structural , steel supporting large piping such as main steam line pipe whip restraints
- 3. The primary ' Column Circle' connections for members which do not support concrete slabs and
' radial' members which link the main columns to the reinforced concrete interior structures.
3 -ll2. 4. Members which provide primary scismic support for platforms