ML20053A911
| ML20053A911 | |
| Person / Time | |
|---|---|
| Site: | LaSalle  |
| Issue date: | 05/18/1982 |
| From: | COMMONWEALTH EDISON CO. |
| To: | |
| Shared Package | |
| ML20053A882 | List: |
| References | |
| NUDOCS 8205270422 | |
| Download: ML20053A911 (36) | |
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I REPORT IN RESPONSE TO AMENDED PETITION DATED MAY 3, 1982 MADE BY t
THE OFFICE OF THE ATTORNEY GENERAL, STATE OF ILLINOIS, IN THE MATTER OF REINFORCING STEEL DAMAGED DURING THE INSTALLATION OF CORED AND ORILLED HOLES FOR f
l LASALLE COUNTY, UNITS 1 AND 2 l
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!!O co-oa eaita co'soa co paar i
Chicago, Illinois i
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i May 18, 1982 i
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TABLE OF CONTENTS O
SECTION TITLE PAGE NO.
j 1.0 Sumary of Allegation 1
2.0 Response to Allegation Concerning Cored Holes within the Primary Containment 3
2.1 Introduction 3
2.2 Primary Containment Basemat 4
2.2.1 Introduction 4
2.2.2 Control, Documentation and Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Basemat 5
2.2.2.1 Control Procedures for Cored Holes in the Primary Containment Basemat 5
2.2.2.2 Documentation Procedures for Cored Holes in the Primary Containment Basemat 5
2.2.2.3 Sumary of Reinforcing Steel Damaged Due to Cored Holes O
ia the Primary coataia= eat Basemat 6
2.2.2.4 Engineering Analysis of Damaged Reinforcing Steel Due to Cor.ed Holes in the Primary Containment Basemat 7
2.3 Reactor Pedestal 7
2.3.1 Introduction 7
2.3.2 Control, Documentation and Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Reactor Pedestal 8
2.3.2.1 Control Procedures of Damaged Reinforcing Steel Due to Cored Holes in the Reactor Pedestal 8
2.3.2.2 Documentation Procedures of Damaged Reinforcing l
Steel Due to Cored Holes in the Reactor Pedestal 9
2.3.2.3 Summary of Reinforcing Steel Damaged Due to Cored Holes in the Reactor Pedestal 9
2.3.2.4 Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Reactor Pedestal 10 O
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4 TABLE OF CONTENTS (Continued)
SECTION T!fLE PAGE NO.
2.4 Primary Containment Wall 11 2.4.1 Introduction 11 2.4.2 Control, Documentation and Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Wall 11
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2.4.2.1 Control Procedures of Damaged Reinforcing Steel Dua l
to Cored Holes in the Primary Containment Wall 11 2.4.2.2 Documentation Procedures of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Wall 13 2.4.2.3 Summary of Reinforcing Steel Damaged Due to Cored Holes in the Primary Containment Wall 14 2.4.2.4 Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Wall 15.
2.5 O.
Conclusion and Response to Allegation Concerning Cored Holes Within the Primary Containment 15 3.0 Response to Allegation Concerning Cored and Drilled Holes at Elevation 761'-0" in the Unit 2 Reactor Building 18 i
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LIST OF FIGURES
-JRE NO.
TITLE PAGE NO.
General Notes, Drawing S-799 (Primary Containment Basemat) 20 Walsh Construction Company Procedure, " Installation of KWU Quencher Anchor Bolts and Base Plates" 21 2.3-1 General Notes, Drawing S-796 (Reactor Pedestal) 27 2.3-2 Walsh Construction Company Telecon Memo to Sargent & Lundy dated June 12, 1980 28 2.4-1 General Notes, Drawing S-794 (Primary Containment Wall) 29 2.4-2 Walsh Construction Company Telecon Memo to Sargent & Lundy dated March 5, 1980 30 O
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LIST OF TABLES TABLE NO.
TITLE PAGE NO.
2.5-1 Sumary of Cored Holes and Reinforcing Steel f
Damage in the LaSalle Unit 1 Primary Containment and Reactor Pedestal 31 i
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O 1.0 Sununary of Allegation The Office of the Attorney General, State of Illinois, has brought forward additional information alleging, "...that the core drilling of holes through reinforcing steel (rebar) occurred in the primary con-tainment walls and in the reactor pedestal of LaSalle County, Unit I and/or Unit 2."
The allegations were based upon affidavits from three construction workers, two of which have requested their identities not be disclosed.
The allegations of a reported fourth affiant have not been brought forward by the Office of the Attorney General, State of Illinois, at this time, because it does not bear directly upon the pending request for a show cause proceeding.
O The affidavits of the three constr;-tion workers allege:
A.
Approximately 1,000 holes were drilled into the containment wall and the reactor pedestal at the 694 foot elevation of Unit 1.
The construction crews drilled through the reinforcement bars and, to the affiant's knowledge, these bars had not been replaced or repaired.
B.
Walsh Construction Company drilled about 500 holes in the con-tainment wall and 500 holes in the reactor pedestal to install the downcomer supports. These holes extended up to three feet deep, and cut through the reinforcing bars in the reactor pedestal and O
'a the coataia eat waii- _ _ _ _ _
Q C.
Holes approximately one foot to 20 inches deep were drilled into the containment wall at Elevation 710'.
In this process, many reinforcing bars were severed, as many as a half-dozen bars, during the first few days of core drilling.
D.
Reactor Controls, Inc., installed cored holes varying from eight to ten inches deep at Elevation 761'-0" in the Unit 2 Reactor Building.
The affiant witnessed these construction workers hitting the reinforcing bars and pulling out steel from the floor reinforcement.
The Attorney General made a submittal, dated May 3, 1982, to the Nuclear Regulatory Commission amending the original petition to include these additional allegations.
The Attorney General contends that Comonwealth Edison Company did not investigate the entire extent of the coring and drilling operations, especially with regard to the I
primary containment walls or the reactor pedestal.
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2.0 aesponse to Allegation Concerning Cored Holes Within the Primary Containment 2.1 Introduction On May 7,1982, Comonwealth Edison Company submitted to the Nuclear Regulatory Commission a report, entitled, " Final Report in Response to
't Petition Made by the Office of the Attorney General, State of Illinois, in the Matter of Reinforcing Steel Damaged During the Installation of Cored and Drilled Holes and the Matter of the Off-Gas Building Roof for LaSalle County, Units 1 and 2."
This report summarized the following items for all Unit 1 safety related structures and Unit 2 safety related areas required for Unit 1 operation:
A.
Quality control and documentation procedures implemented by Commonwealth Edison Company throughout the course of the project for al' contractors with regard to reporting reinforcing steel which was contacted during the coring and drilling operations.
i B.
Engineering controls which were established for all contractors to minimize reinforcing steel damage due to the coring and drilling operations.
C.
Structural engineering assessment regarding the adequacy of the safety related concrete elements resulting from reinforcing steel damage reported or assumed by all contractors. __
The engineering controls and the quality control procedures which were O
V implemented to monitor the coring operations within the primary con-I tainment were even more restrictive than those implemented for the balance of the safety r.ated structures as discussed in the May 7, 1982 report.
The coring operations in the primary containment, including the reactor pedestal, were part of the construction process and were necessitated by the installation of supports for the safety relief valve (SRV) lines, downcomer bracing and the cuencher system.
This report will highlight these engineering controls and quality con-trol procedures, and discuss the structural engineering analysis for the primary containment wall, basemat and reactor pedestal.
2.2 Primary Containment Basemat O
2.2.1 Introduction The only cored holes which exist in the primary containment basemat are those required for the quencher system baseplate assemblies.
The thickness of the primary containment basemat is 7'-0".
A total of 18 baseplate assemblies, each containing eight cored anchor bolts, were required to be installed for the support of the quencher system. These cored holes were installed during January and February,1979.
The cored holes for these anchor bolts are 3" in diameter, with a depth varying from 5'4-1/4" to 5'8-1/2", and are, therefore, classified as cored holes partially penetrating concrete elements.
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Q 2.2.2 Control, Documentation and Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Basemat 2.2.2.1 Control Procedures for Cored Holes in the Primary Containmert Basemat The need for the cored holes for the quencher system anchor bolts was determined by a structural engineer at Sargent & Lundy.
Strict con-trols were placed on this coring operation to preclude reinforcing steel damage. These controls appeared as General Note No. 3 on struc-tural design drawing S-799, which was issued in December,1978 (see Figure 2.2-1).
This drawing required the contractor to remove the surface concrete, and locate all reinforcing steel in the vicinity of the anchor bolts.
The contractor was given additional guidelines to relocate the anchor bolt to avoid damage to the reinforcing steel.
This provision implicitly prohibited the contractor from cutting through the reinforcing steel in this situation without prior engineering approval.
The Walsh Construction Company procedure, l
entitled, " Installation of KWU Quencher Anchor Bolts and Baseplates,"
clearly restates these requirements, and emphasizes that, " Extreme care must be taken to prevent damage to resteel." (See Figure 2.2-2.)
Commonwealth Edison Company has verified that Walsh Construction Company has implemented these procedures.
1 2.2.2.2 Documentation Procedures for Cored Holes in the Primary Containment Basemat i
O A permanent record of all cored holes for the installation of the quencher anchor bolts is maintained on structural design drawing _-
I S-799.
In addition, the contractor submitted a drilling report for each cored hole installed in the primary containment basemat which recorded the as-built location of each hole, and reported any damaged reinforcing steel. This requirement was reflected in Walsh Construc-tion Company's procedure, entitled, " Installation of KWU Quencher i
Anchor Bolts and Baseplates."
Regularly through the course of the drilling operation for these cored holes, a structural engineer worked closely with Walsh Construction Cortpany to minimize the damage to reinforcing steel.
The cores which were extracted from each hole have been retained by Commonwealth Edison Company. These cores are available for inspection by the NRC at the LaSalle County site.
2.2.2.3 Sumary of Reinforcing Steel Damaged Due to Cored Holes in the Primary Containment Basemat As referenced in Section 2.2.2.2, the contractor, Walsh Construction Company, submitted a report for each cored hole. Only one reinforcing bar was damaged during the installation of the 144 cored holes in the primary containment basemat.
This bar was cut on February 12, 1979, only af ter prior approval from a structural engineer at Sargent &
Lundy.
This approval was via Field Change Request No. 555, dated February 8, 1979.
This damaged bar has been plotted on drawing CHS-799.
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'I 2.2.2.4 Engineering Analysis of Reinforcing Steel Damaged Due to Cored Holes O
in the Primary Containment Basemat As referenced in Section 2.2,2.1, strict controls were placed on the coring operations to minimize damage to reinforcing steel.
Only one reinforcing bar was cut as a result of these strict controls.
Per-mission to cut this reinforcing bar was granted only after detailed structural calculations were prepared, reviewed and approved on February 8, 1979. These calculations entailed approximately 75 pages i
of computer analysis and 4 pages of hand calculations.
This engineering analysis verified that the design margin was greater than 1.0 for all design loads.
The design loads used were in accordance i
with the LaSalle County FSAR and DAR commitments, and included all i
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ditions, including SRV, LOCA and the Safe Shutdown Earthquake.
1 2.3 Reactor Pedestal l
2.3.1 Introduction i
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The only cored holes which exist in the reactor pedestal are those required for the SRV lines and for the downcomer bracing baseplate assemblies. There were 24 baseplate assemblies installed for the SRV lines (a total of 112 cored anchors), and 10 baseplate assemblies installed for the downcomer bracing (a total of 80 cored anchors). The reactor pedestal is a cylindrical structure, 30 feet in diameter with a 0 -
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minimum wall thickness of 4'-10".
The diameter of the cored holes for these assemblies varied from 4" to 4-1/2", with a depth from 2'4-3/4" to 3'6-7/8".
These holes are, therefore, classified as cored holes partially penetrating concrete elements.
The coring operations for these holes occurred in the time period March,1980 through June,1980.
2.3.2 Control, Documentation and Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Reactor Pedestal 2.3.2.1 Control Procedures for Cored Holes in the Reactor Pedestal The need for the cored holes for the SRV and downcomer bracing base-plate assemblies was determined by a structural engineer at Sargent &
Lundy.
Strict controls were placed on this coring operation to pre-clude reinforcing steel damage.
These controls appeared as General Note No. 3 on structural design drawing 5-796, which was issued on October, 1979 (see Figure 2.3-1).
This drawing required the con-tractor to remcve the surface concrete and locate all reinforcing steel in the vicinity of the anchor bolts.
The contractor was given guidelines to relocate the anchor bolts to avoid damage to the rein-forcing steel. The contractor was required to notify Sargent & Lundy where it was not possible to install an anchor bolt without cutting through reinforcing steel.
In June,1980, these requirements were relaxed and permitted the contractor to cut one horizontal and one i
vertical bar at each hole location without prior approval from the Q
consulting engineers. This approval was based upon a detailed struc-tural engineering analysis as described in Section 2.3.2.4.
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revised procedure was confirmed and documentqd in a telephone memorandum from Walsh Construction Company to Sargent & Lundy, dated June 12, 1980 (See Figure 2.3-2). A structural engineer from Sargent &
i Lundy was on site on a regular basis during these drilling operations to assist Walsh Construction Company in the approval of the location of these cored holes.
2.3.2.2 Documentation Procedures for Cored Holes in the Reactor Pedestal A permanent record of all cored holes for the installation of the SRV and downcomer bracing baseplate support assemblies is maintained on structural design drawing S-796.
In addition, the contractor sub-mitted a drilling report for each cored hole installed in the reactor O
pedestal which recorded the as-built location of each hole, and reported any damaged reinforcing steel.
It is again emphasized that throughout the course of this drilling operation a structural engineer from Sargent & Lundy worked closely on site with Walsh Construction Company to minimize the damage to reinforcing steel. The cores which were extracted from each hole have been retained by Comonwealth Edison Company. These cores are available for inspection by the NRC at the LaSalle County site.
2.3.2.3 Summary of Reinforcing Steel Damaged Due to Cored Holes in the Reactor 1
Pedestal As referenced in Section 2.3.2.2, the contractor, Walsh Construction Company, submitted a report for each cored hole. A total of 192 holes.-_
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""c'"' '"a'"'*r'a' analysis, as referenced in Section 2.3.2.4, indicated that a maximum of one horizontal and one vertical bar could be cut at each hole location.
A total of 69 vertical reinforcing bars and 43 horizontal bars were cut during the coring operation, which is substantially less than the 192 horizontal and 192 vertical bars permitted to be cut.
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These cut bars have been plotted on drawing CHS-796.
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i 2.3.2.4 Engineering Analysis of Reinforcing Steel Damaged Due to Cored Holes i
in the Reactor Pedestal
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Prior to the coring operations in the reactor pedestal, structural l
engineers at Sargent & Lundy performed a detailed structural analysis
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< the reector pedestenor en ioed c-binations. These ioad c-bina-a tions are in accordance with the LaSalle County FSAR and DAR consnit-rients, and included all normal operating, accident, and severe and extreme environmental conditions, including SRV, LOCA and the Safe Shutdown Earthquake.
This engineering analysis revealed that the l
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stress in the reinforcing steel was less than one-half the allowable i
j stress. This analysis provided the basis for allowing the contractor to cut one horizontal and one vertical bar per hole.
In September, 1981, structural engineers at Sargent & Lundy performed 1
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a final analysis of the reactor pedestal, accounting for the 69 cut j
vertical reinforcing bars and the 43 cut horizontal reinforcing bars.
This analysis entailed approximately 900 pages of computer calcula-O tions and 38 pages of hand calculations. These calculations verified I
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that the design margin for the reactor pedestal was greater than 1.0 including the effects of the damaged reinforcing steel.
I 2.4 Primary Containment Wall 2.4.1 Introduction 4
The only cored holes which exist in the primary containment wall are those required for the SRV lines and for the downcomer bracing base-plate assemblies.
There were 36 baseplate assemblies installed for the SRV lines (a total of 182 cored anchors), and 15 baseplate assem-blies installed for the downcomer bracing (a total of 96 cored anchors).
The thickness of the primary containment wall in the area (O>
where these anchors were installed is 4'-0".
The diameter of the cored 4
holes for these assemblies varied from 4" to 4-1/2", with a depth varying from l'-5-1/4" to 2'4-7/8".
These holes are, therefore, classified as cored holes partially penetrating concrete elements.
The coring operations for these holes occurred in the time period March, 1980 through June, 1980.
2.4.2 Control, Documentation and Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Wall 2.4.2.1 Control Procedures of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Wall g-)
The need for the cored holes for the SRV and downcomer bracing base-U plate assemblies was determined by a structural engineer at Sargent &.
Q Lundy.
Strict controls were placed on this coring operation to pre-clude reinforcing steel damage.
These controls appeared as General Note No. 3 on structural design drawing S-794, which was issued in September,1979 (see Figure 2.4-1).
This drawing required the con-tractor to relocate the anchor bolts to avoid damage to the reinforcing steel and the vertical tendons. The contractor was required to notify Sargent & Lundy where it was not possible to install an anchor bolt i
without cutting through reinforcing steel.
In March, 1980, these procedures were relaxed, and permitted the contractor to cut one hori-zontal and one vertical bar per SRV baseplate assembly without prior approval from the consulting engineers.
This revised procedure was confirmed and documented in a telephone memorandum from Walsh Con-struction Company to Sargent & Lundy, dated March 5, 1980 (See Figure O
2.4-2).
Tnis reiaxation was extended to the downcomer baseplate assemblies in June, 1980, and was confirmed and documented by a tele-phone memorandum from Walsh Construction Company to Sargent & Lundy, dated June 12,1980 (See Figure 2.3-2).
A structural engineer from Sargent & Lundy was on site on a regular basis during these drilling operations to assist Walsh Construction Company in the approval of the location of these cored holes.
The horizontcl and vertical reinforcing steel on the inside face of the primary containment wall terminates at approximately Elevation 690'-0".
Between Elevations 690'-0" and 718'-0", the horizontal and vertical reinforcing steel which exists only on the exterior face, was beyond the depth of the cored holes for the SRV and downcomer bracing baseplate assembly anchor bolts.
The only reinforcing steel which l
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could have been contacted above this elevation would have been steel O
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from the containment wall buttresses.
The telephone memorandum from Walsh Construction Company to Sargent & Lundy, dated June 12, 1980, clearly stated that if a reinforcing bar is hit while core drilling in the buttress area, drilling must stop, and Sargent & Lundy be notified.
Drilling was not permitted to resume until Walsh Construction Company was advised as to how to proceed.
The individual drilling reports indicate that no reinforcing bar was contacted in the buttress area.
As previously stated in the report dated May 7, 1982, under no circum-stances did a cared hole pass completely through the primary contain-ment wall.
The leak tight boundary, which consists of a 1/4" thick steel plate, was not penetrated by the coring operations.
The steel Q
plate was removed, the cored anchor was installed, and the steel liner plate was then rewelded around the entire assembly, and a vacuum box test was performed to insure the leak-tightness of the pressure boundary.
2.4.2.2 Documentation Procedures of Damaged Reinforcing Steel Cue to Cored Holes in the Primary Containment Wall A permanent record of all cored holes for the installation of the SRV and downcomer bracing baseplate support assemblies is maintained in structural design drawings S-794 and S-795.
In addition, the con-tractor submitted a drilling report for each cored hole installed in the primary containment wall which recorded the as-built location for each hole, and reported any damaged reinforcing steel. Throughout the - - -
l course of this drilling operation, a structural engineer from Sargent
& Lundy worked closely on site with Walsh Construction Company to minimize the damage to reinforcing steel. The cores which were extrac'-
ted from each hole have been retained by Commonwealth Edison Company.
These cores are available for inspection by the NRC at the LaSalle County site. The as-built location of all cored holes in the contain-ment wall was also recorded on the following structural design drawings:
x S-1137 S-1139 S-1141 v
S-1138 S-1140 S-1154 These as-built drawings located the cored hole with respect to the
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tendons, and verified that no tendons were contacted during the coring i
operations.
N 2.4.2.3 Summary of Reinforcing Steel Damaged Due to Cored Holes in the Primary Containment Wall v
As referenced in Section 2.4.2.2, the contractor, Walsh Construction' Company, submitted a report for each cored hole. A total of 278 holes were cored in the primary containment wall. A total of nine vertical reinforcing bars and four horizontal bars were cut during the coring operation.
These cut bars have been plotted on drawings CHS-794 and CHS-795.
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Q 2.4.2.4 Engineering Analysis of Damaged Reinforcing Steel Due to Cored Holes in the Primary Containment Wall Prior to the coring operations in the primary containment wall, struc-tural engineers at Sargent & Lundy performed a detailed analysis of the primary containment wall for all load combinations.
These load com-binations are in accordance with the LaSalle County FSAR-and DAR com-i mitments, and included all normal operating, accident, and severe and y extreme environmental conditions, including SRV, LOCA and the Safe Shutdown Earthquake. This engineering analysis revealed that the hor-izontal and vertical reinforcing steel at the elevation of the cored holes was not re
"-d for the structwal integrity of the primary containment wa.
.aer all design load combinations.
It was noted in O
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section 2.4.2.1 tnat this reinforcing steel on thc inside face of the containment wall actually terminated at elevation 690'-0".
This analysis is documented in Field Change Request No.1235 dated March 7, 1982.
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2.5 Conclusion and Response to Allegation Concerning Cored Holes Within the Primary Containment
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The controls described in Commonwealth Edison Company's report, dated May 7, 1982, addressed all Unit I safety related areas, including the I
primary containment and all Unit 2 safety related areas required for Unit 1 operatihn with. regard to the coring and drilling operations for the LaSalle County station.
This supplemental report has presenteo additional detail with regard to the primary containment area, and.
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demonstrates that the damage to reinforcing steel due to the coring operations in this area was monitored and approved under close
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engineering scrutiny and strict quality control procedures. The total number of cored holes and damaged reinforcing steel in the primary containment area, including the prim:ry containment walls, basemat and i
reactorpedestal,areknown(seeTable2.5-1),andhavebeenrecorded, l
as described in Sections 2.2.2.2, 2.3.2.2, and 2.4.2.2.
The cctual i
total number of cored holes is 614 A detailed structural engineering analysis was performed in these areas prior to the start of the coring operations.
Throughout the period of the installation of the cored holes within the prirary containment, the USNRC Region III Office of Inspection and i
O Enforcement performed numerous inspections and audits which are well documented in their inspection reports.
In conclusion, the drilling operations performed in the primary con-tainment area and the reactor pedestal for LaSalle County, Unit 1, have been accomplished maintaining design margins above specified limits, and quality control requirements imposed by the U.S. Code of Federal Regulation,10CFR, Part 50, Appendix A, General Design Criteria for Nuclear Power Plants and Fuel Reprocessing Plants.
Commonwealth Edison Company has continuously demonstrated that it has implemented appropriate procedures to control reinforcing steel damage, and it has exercised sound engineering judgement and due precaution with regard to the drilling of concrete for cored holes and for the installation of concrete expansion anchors in all areas, especially the primary con-tainment.
3.0 Response to Allegation Concerning Cored and Drilled Holes at Elevation 761'-0" in the Unit 2 Reactor Building Commonwealth Edison Company pointed out in its report to the Nuclear Regulatory Commission, dated May 7, 1982, that the work in the Unit 2 areas will continue for approximately one year.
The May 7th report only addressed those Unit 2 areas which are required for Unit 1 opera-tion.
The allegation concerning the Unit 2 reactor building slab at Elevation 761'-0" was not adaressed in that report, since this area is not required for Unit 1 operation.
The quality control, documentation and engineering assessment pro-cedures which Commonwealth Edison Company has implemented throughout the Unit 1 construction phase will continue for all Unit 2 construction activities.
Comonwealth Edison Company has, to date, received a total of 46 reinforcing steel damage reports submitted by Reactor Controls, Inc., for the installation of concrete expansion anchors and cored anchor bolts at Elevation 761'-0" in the Unit 2 reactor building Thirty-three of these reports reflect cut reinforcing steel at area.
74 reinforcing bar locations.
These rebar cuts have been plotted on drawings RHS-712 and RHS-713.
The remaining 13 reports from Reactor Controls, Inc., represent only nicked reinforcing steel, which is not detrimental to the integrity of the structure. The following concrete elements have been affected by the reinforcing steel damage which is plotted on drawings RHS-712 and RHS-713:
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sevea coacrete s' abs B.
Five concrete beams i
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One concrete wall A detailed structural engineering analysis made to date of these areas indicates the design margin to be greater than 1.0.
Commonwealth Edison Company and Sargent & Lundy will continue to monitor the coring and drilling operations in this area as well as all other areas of the 4
Unit 2 construction, and will assure that design margins greater than 1.0 will be maintained.
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4 FIGURE 2.2-2 Walsh Construction Procedure,
" Installation of KWU Quencher Anchor Bolts and Base Plates" Page 1 of 6 -..
Page 1 of 4
,- s, UALSH CO::ST.7UCTIO::
'CO:!Fl.'.'/
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LAS ALLE COU::TY STAT,T0*;,_U'iTTS 1 A::D 2 INSTALLATIO:! 0F K'!Li OtiE::CilER A':CHOR COLTS A';D BASE PLATES
_S_ Cope O F 1.'OT' The stainicos stec1 suppression chather floor plate vill be re r.oved by Chicago Bridge and Iron Conpany. Walsh will remove concretc, core anchor bolt holes, install bolts, set base plates and tension anchar bolts.
All field layout vill be perforned by Walsh.
Reference Sargent f. Lu idy Drr.. in;;s S-799 cnd S-800 for details of the s ork.
CO:!CRETF RE':0VA? TO LOCATC RESTEEL Af ter the rectangular sections of floor plate a c recoved, Valsh will t
'h chip a 6" vide by 4" deep trench around perir:2ter of opening to allow for installation of the backup bar by Chicago Bridge and Iron Company and to expose and locate resteel in the top layer. g erene care t.ust be taken to prevent danage to resteel.
Restccl spacing is shown on Bethlehen Steel Drawings RB-6 and RB-7.
A Corpus '.odel 250C exhaust fan will be used to recove dust during chipping to the outside of the pool.
Walsh will use an R-Meter to locate top bars prior to and during e,
chipping of the ceacrete.
The location of t he bars vill then be t arked on concrete floor surface to aid in locatiy; core holes.
LAYOUT OF C03L MOLES Af ter the location of the resteel is grid 's d on the concrete surface, the holes will be laid out.
Sargent 6 Lundy Drawing S-799, :;ote 4, gives pararcters for bolt location.
These are as follews:
Pace 2 hf 6 -
9
'c.
e.
,)
s 7.;.
a t,
3 i t; ; j r t.! a r :,, 0
[ s').
s.
s, x.()
o a.
A initiiuu a of 7" c!cai a. ice i
center line of bolts.
gy j,,
" de i
.$ s en...
43' 2
N
.C.0!T DPI!.J 1. "';.
o 3
The core drills vill be vedge-anchore d into the concrete floor.
.l' b) 2 --
d 5 r'
The 3" d holes vill be drilled to a depth of 5 feet 4 inchas.
A *s.2.I,
u x
@ (,y Cored holcs must be vertically plurb.
Drills will be pluabed d -l) y.i ^-
g I
i with a carpenter's level.
Drilling vill be'uone with special y
k
.v o
two foot long core barrels.
Cores vill be rerowd with a custon e>
0 Qc
-1. o built core extractor..The walls of the cored hole shall be o
cleaned by oil free cir or water jet to recove any loose granular material.
Any damage to resteel during core drilling or chipping chall be documented and reported to Sargent L Lundy by L'alsh QA/QC.
l BOLT INSTALLATION w--
l 1*rior to retting bolto and grouting, cored holcs cust be kept uct for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />.
Iloles uill be bloun clean of vcter and any debris before bolte are vt.
The anchor bolts uill be centered in the hole and held to line and grade with a template.
The upper crybc.).c d l
2 feet of the bolt vill be wrapped with a shectn:ct al bond breaker.
The cheetnetal siceve uill be sealed with tape.
The bond arca of l
the bolts vill be sand 1,1 acted clean.
Page 3 'of 6 l
~ _. -
-. ~ - -. -. _ _, _ _ -.....
. ~ -. _.
- r. sty > vs,
I!!STALLATIO:i 0F Ki?U QUF,NCilER A';CHOR P.0LTS A':D BASE PLATES
)
o Cl<0!! TING ANC110R BOLTS L
l The annular space around the bolts vill be grouted with Enbeco 636
\\
.t Grout.
A Master Builders representative will be on site cud grouting i
will be as per rianufacturer's recor.n.andestions and in accordance uith 4
I Ualub Grouting Procedures for the work.
Holes will be filled flush i
C M ff t.i with thcAcoacretc.f4eer surface.
Aftw&-hol-tea ame' 4 - wl.
have-at, J. cast !dL.!usur.rd c.urA.L,1me --the-retan ining coac.m&e wi.M%
e 1
i i
n..
ecd lya hippiiu3 Ilipe sinnunwhalMe--pincedmvw dic wrther-E. a s,a.
_ r
,,n-r e,
ry-_n LO
, n t r c. i c.., - <*...- <.. < c i, s.s.s 4 -,.-
c w p the ! A L 8.
Unlch '.'111 i.wasure the as-built locction of
'n 4;
]
t.hc bolta and furnish to Chicago Bridge and Iron Co.
1 1
i l
SETT1::C BASE PLATES Base plates must be e,et Icvel within 1/8 of an inch over the total.
O thtch.c d {o h, 'one, flo_ f C.
surfcce area.
All welding backup bars /gshould be in place prior to
)
setting base plates.
Temporary Icveling nuts a:.d jacking bolts may be wcIded to the base plates for icveling.
After the base plates are l
fixed in final position, they will be grouted with Embeco 636 'Crout per approved procedurcs.
4 1
y,,,,p h 3 9 c, cy ggm,,,,
BOLT Tr,:; gyp 7:rg
, y Q.,Q,,
W gL,
4 o).
The grouted boltchet-;me 10 days' cure prior to tensioning.
'Ihc j
j bolts will be tensioacd by using tuo ': del CE-130 Biach Stud Tenciencrc.
Tennion loads, sequence and nur.ber of stressing stages vill be as i
specificd by Sargent & Lundy.
r
( -
i Page 4 of 6,
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-ee.
Page 4 of 4 i
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IllSTALI.ATIO! OF 1".it' QUE! CIIP.R /f;C1!0P, 20LTS AND BASI: Pl.ATES I
l 1
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P.E:'AINI!;C 1:0RX:
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After the bolts are stressed the bolt cover cans and grout i
holes will be velded up.
Bar.e plate weld-up to the liner i
plate will be done by Chicago Bridge and Iron Co.
_ ate:
(
D Approved by:
)
l/
Walr.h Construction Corpany _ ji (f(w.b. _
8 7/* 0 0 l
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- -[/q8 4. _gC.ut,-9M,%/'O '/V ge/
t!alsh Ceant roerion coop::ny i
Quallt> Au:urance K]
l -. S - 7 "
/
2w-l ceco.m tn.,n construction
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TELEPllONE MEMO w
June 12, 1980 TO:
Sargent & Lundy ATTENTION:
Mr. Vyto Reklaitis FROM:
D. Cushing, Walsh Construction Company
SUBJECT:
Downcomer - SRV Modifica Confirming our discussions on site with Rafic Cheboub, the following guidelines will apply to core drilling holes for the above-referenced work.
1.
Containment Wall (except Buttress)
Walsh will be allowed to cut through one horizontal #11 bar and one vertical #11 bar per plate. The same bar raay be cut again if it appears in an adjacent hole.
2.
Buttress Area If rebar is hit while core drilling in the buttress area, drilling 3
must stop. Sargent & Lundy will be advised.
Drilling will resume (V
when Walsh is advised of how we are to proceed.
(This does not apply to the containment wall main reinforcing.)
3.
Reactor Pedestal Drill until second number 10 bar (or larger bar) is hit.
Then S_,T_ 0 P_.
When determining the second bar above, the first bar exposed by chipping and directed to be cut by Sargent & Lundy, will not be ccunted.
These rules apply to each hole (not each plate).
~
il lL1 s
(
D. M. Cushing, Proj t Engineer DMC:MM WCC061280-2 FCR 1577 CC:
D. Black FIGURE 2.3-2 L. Dennison M. Iboghcrty Walsh Telecon Memo to Sargent & Lundy
\\
D. Breslin dated June 12, 'l980_
D. Plese F. Ahrenc M. McGraw Ceco Q.A.
> Fugineer2 nn File
\\
N T
)
j d
1; ALL WOR < AND MATERI AL.ON THIS DCAulNG SatLL BE'Flt.4t SH-APPROX, 1/4" (BY J-2555)
S LED BY CONTRACTORS J-TMS AND J4990 AS
". Il INSTALL EMBEDuENT 4 LE.L & FLUMB LI THIN 1/B" 2. MATERIAL:
TOLLR'NCE (BY-JJM 3)
A.
2 5/4" t SHALL BE A588 LUKENS FINELINEW deto) iI) P 9 t t Pf'l P. Em 5. ' Ut t AS SH3 h CN B.
1 1/2" O BOLTS SHALL BE SA195 GRADE B7.(67 J tssM DE1 All "C" SECTION n i utTAIL "E" SLCTION G.
C, NUTS W/ WASHERS SHALL BE SA194 GRADE 67 HEAVY HEX.
INSTALL CLOSURE S.S. LINER ilt AS SHOWN ON (BY J-t M S)
DETAIL
'C" SEC TIO*4 H G Af40 DETAIL "L" D.
LOCK NJTS SHALL BE SA507 GRADE B (BY J 'ZsBS)
SECTION GAF1 (BY J-2990) til) GROUT UNDER THE Emul 0 MENT fE (8Y J-2555)
E.
PIPE SHALL BE SCHEDJLE 40-SA512 SEAMLESS GRADE IV) INSTALL PERim WY 5.5. LINER ft AS SHOWN ON TP.504 STAINLESS STEEL (BY J *2990)
DETAll "C" SECT 10'J i S DET A t t "E " S ECT I O'J F1 F.
LEAK CHASE BENT LINER It & ALL OTHER EXCEPl (B4 J-2990)
BACK-UP BAkS, SHALL BE SA240-TYPE 504 TAINLESS 574..
V) CARE SHALL BE TAXEfJ TO ENSURE N0 VOIDS IN THL (BY J-1990)
GROUT U4 DER THE EMBEDNENT e AND LMOER THt G.
BACK-UP BM NE Be A-56 OR EQUlVALENT (B) J*1990)
H.
GROUT SHALL BE EMGECO 656 AS MANUF ACTURED BY THE PERimEW & CLO5 TEE 5.5. LINER t (BY J-25551
- t, miOR TO COL 1 TL7510Nn%, CONTR AC10R SHALL F URNil MASTER BUILDER COMPANY. (BY J '2535)
CONSUL. !?JG E61 JEER WI Tr TEE l0NING W OCEDURL FOR py CONS 1RUCT10N PROC 0.'URES APm0 VAL ATO CONSULTING ENGil4EER SHALL FJNISH C a TRACTOR WITH ACCEPTANCE CRITERIA FOR TENSIONINC A~
REMOVF 1/4" S.S. U'ICR fl& LEAK C:1ASE,:11 til4 LIN~.9
THE BOLTS. (BY J-2MS) 1.
TC.JS10N BOLTS TO AN INI TI AL FORCE OF 70 TIPS FOP B*
LOCATE BOLT CCr"tLINES AS SHOW; ON DET All 8..
DET "A" t. 6a K I PS FOR DET. "A1
- N ACCORDANCE
~
, SH D WITii APWOVW TEiJSl0N P G 5HDCE3tf E AND CONFORMii. i TO 4
BOLTS MAY BE EEELOC8TEDIN THE FIELD IF REQUIRED [*EET l0 ECEPT ANCE CRlTEPla (BY J-25H)
N CLEAR REBARS AND VERTICAL TEhlDnNS BUT SHALL i
THE FOLt.0l:4G RE%1~.ML.:T3; (J-tSb3)
J*
INSTALL THE 3 1/2" $ PIPE CAP & THE 6" f LEAK 1'
4tt 'A'LT I Fl WLIUS 2"ll # l TEST CAP. (B) J-2990)
T;;c RFCi Ate i K CLCAatJJC" Lil:.
C'.
.1.
K-INSTALL..E LEAK CHASE 3E!.7 PLATE AROUND N
THE EMBEDMLNT PLATE. THIS LEAK CHASE PMY BE 14T. t.'. W;:
e
- . 1 e 1.
- .,3 TH? T D':l LL D 9.tE a~
CONNECTED TO THE EXISTir45 LEAK CH ASE SYSTEM IF 3
a tt.0 r JR'e lCAL TENDONS ANC REBARS.
R EW R 8 ~ MY J-2990)
L-TEST NEW LEAK CHASC A?O INTERRUPTED EXISTING LEAK IF :inLES CrnNOT BE DPlLLED TO VELI THE AB0
.J-UIREME'.75,CONTRACTGil 3 HALL 30T!FY CONSULTl.3 + jig-CHASE FOR LEAF. TIGHINESS. (BY J-2990)
C*
!! JEER If4tEDI ATEL. (M J-2M DRILL Pcu HOLES., " INSTALL BOLTS & (WUT E 5614 D"
IN DETAIL'A*4 W AN REACTT ;0NT31'JMENT-SUFFRE5SICN CHAMBER g
E*
IMMEDIATnt/ FOLLOWING BOLT lt!STALLATION FOR tgCH rM3EDi4 ENTE FOR DUWNC0f1ER ddCli;; AT EL. 697'4" PLATE CONTIU CfCR J-tMSSHALL FURNIS CLi.m th
~
c cM' ENGINlER APO CON 1RACTOR J-1990 WITH THE ACTUAL S00 L ATION RELATIVE TO THE t Of lHE PLATE (BY LA SALLE COUNTY 37% TID a.4 onawises seO.
REW J-COMM0N EAL'l.1 Ll Ul Ce F.
k00GHEN CONCRElE SURFACE WITH A FULL AMPLITUDE OF
$=794 g
SME E T - 0F FIGURE 2.4-1 General Notes, Drawing S-794 (Primary Containment Wall)
T E L E P 11 0NE M E M O_
O March 5, 1980 l
TO:
Sargent & Lundy ATTENTION: Vyto Reklaitis
SUBJECT:
SRV Modification Confirming our telecon the following guide lines will apply to core drilling holes for the lower SRV plates on the containment vall:
1.
Walsh will be allowed to cut one reinforcing bar per SRV plate.
2.
If reinforcing is hit while drilling s'ocond hole -
l do not drill thru reinforcing steel.
3.
Upper holes will be drilled first.
4.
If reinforcing bar is hit on first hole, adjust remaining holes to miss reinforcing which is on one-foot centers each way.
Core holes are on two-foot centers.
5.
If reinforcing is not hit on first hole, utilize this information to avoid reinforcing on remaining holes.
{
fy
/
t D. M. Cushing (
Od-Ob~
, ALSil CONSTRUCTION CO. NPI W
i t
WCC 030580-1 FCR #1235 CC:
D. Black L. Dennison M. Dougherty FIGURE 2.4-2 D. Breslin D. Plese Walsh Telecon Memo to Saroent & Lundy F. Ahren's dated March 5,1980
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O TABLE 2.5-1
SUMMARY
OF CORED HOLES AND REINFORCING STEEL DAMAGE IN THE LASALLE UNIT 1 PRIMARY CONTAINMENT AND REACTOR PEDESTAL Total Number of Damaged Rebars Total Number Area of Cored Holes Horizontal Bars Vertical Bars Containment Basemat 144 1
0 Reactor Pedestal 192 43 69
.8 Containment Wall 278 4
9 TOTAL 614 48 78
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