ML19320B967
| ML19320B967 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley |
| Issue date: | 07/10/1980 |
| From: | Dunn C DUQUESNE LIGHT CO. |
| To: | Grier B NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION I) |
| References | |
| IEB-79-02, IEB-79-2, NUDOCS 8007150567 | |
| Download: ML19320B967 (120) | |
Text
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15219 July 10, 1980 United States Nuclear Regulatory Commission Office of Inspection and Enforcement Attn: Boyce H. Grier, Regional Director Region I 631 Park Avenue King of Prussia, Pennsylvania 1A05
Reference:
Beaver Valley Power Station, Unit No. 1 Docket No. 50-334, License No. DPR-66 I.E.Bulletin 79-02, Final Report
Dear Mr. Grier:
We have completed the required actions of the above referenced bulletin.
Attached is a copy.of the final report of the work associated with the bulletin.
If you have any questions concerning the response, please contact my office.
Very truly yours,
{.
1 of " (Lt1.
C. N. Dunn Vice President, Operations Attachment cc:
U.S. Nuclear Regulatory Commission Office of Inspection and Enforcement j
Washington, D.C.
20555
///
56rv/3 6-cI Yoi Mr. D. A. Beckman, Resident Inspector U.S. Nuclear Regulatory Commission 7504 A 6!" 2N [o gEC Beaver Valley Power Station p,-/65 da S/e,))
Shippingport, Pennsylvania 15077 U.S. Nuclear Regulatory Commission <
c/o Document Management Branch Washington, D.C.
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Reference:
Seaver Vallwy Power Station, Unit No. 1 Docket No. 50-334, License No. DPR-66 I.E.Bulletin 79-02, Final Report
Dear Mr. Grier:
We have completed the required actions of the above referenced bulletin.
Artached is a copy of the final report of the work associated with the bulletin.
If you have any questiens concerning this response, please contact my office.
Very truly yours,
{.h i
- stts.
C. N. Dunn j
Vice President, Operations i
Attachmens i
b OE C
cc:
U.S. Nuclear Regulatory Commission F
3 Office of Inspection and Enforce =ent j
Washington, D.C.
20535
///
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Mr. D. A. Beckman, Resident Inspector 7ESA bd6bh g"
U.S. Nuclear Regulatory Cet: mission Seaver Valley Power Station p, /gg ga Q/y,))
Shippingport, Pennsylvania 15077 U.S. Nuclear Regulatory Commission /
c/o Document Manage =ent 3 ranch Washington, D.C.
20555
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sm 4ss-sooo 435 S.am A. eave Is72 July 10, 1980 United States Nuclear Regulatory Co::: mission Office of Inspection and Enforcer _nt Attn: 3cyca H. Grier, Regional >1 rector Region I 631 Park Avenue King of Prussia, Pennsylvania 19406
Reference:
Beaver Valley Power Station, Unit No. 1 Docket No. 50-334, License No. DPR-66 I.E.Bulletin 79-02, Final Report
Dear Mr. Grier:
We have completed the required actions of the abcve referenced bulletin.
Attached is a copy of the final report of the work associated uith the bulletin.
If you have any questions concerning this response, please contact :::y office.
Very truly yours,
[.
e 6th A:g, C. N. Dunn Vice President, Operations Attachment b Ol C
cc:
U.S. Nuclear Regulatory Cor:: mission F
3 Office of Inspection and Enforcement j
Washingten, D.C.
20555
///
Si n o E~ $ la' Mr. D. A. Beckman, Resident Inspector U.S. Nuclear Regulatory Co::: mission E'I4 A 6 j"" j#
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3eaver Valley Power Station Shippingport, Pennsylvania 15077 U.S. Nuclear Regulatory Ccemission /
c/o Document Manage =ent 3 ranch Washington, D.C.
20555
0.0 INTRODUCTION
This Report is sabmitted as the final response to IE Bulletin 79-02 for Beaver Valley Power Station, Unit 1.
This Report summari:es the analytical inspection and testing programs which were conducted in order to meet the requirements of the Bulletin. This Report also incorporates the applicable information which was previously submitted in the following:
Response to IE Bulletin 79-02 dated July 6, 1979 Supplemental Response to IE Bulletin 79-02 dated July 30, 1979 Response to IE Bulletin 79-02 Revision 2, dated December 6, 1979
- Interim Status Report, IE Bulletin 79-02 dated April 14, 1980 This Report is arranged so that each paragraph contained in Revision 2 to IE Bulletin 79-02 under " Action to be Taken by Licensees and Permit Holders:" is reprinted and the response follows, r
In summarizing the content of this Report, all analysis, inspection and testing which are required by. IE Bulletin 79-02 have been completed in accordance with the requirements of the Bulletin. Upon completion of the modifications to the baseplates required as a result of this work, there is reasonable assurance of the adequacy of the concrete anchor bolt installa-tion and of the applicable baseplates to perform their design functions.
b J
^^
l.0 IE Bulletin' 79-02:
This Bulletin addresses those pipe support base plates that use concrete expansion anchor bolts in Seismic Category I systems as defined by Regulatory Guide 1.29, " Seismic Design Classifica-tion" Revision 1,
dated August, 1973 or as defined in the applicable FSAR.
For older plants where Seismic Category I requirements did not exist at the time of licensing it must be shown that piping supports for safety related systems, as defined in the Final Safety Analysis Report, meet design requirements.
The revision is not intended to penalize licensees who have already completed some of tha Bulletin requirements.
In those instances in which a licensee has completed action on a specific item and the Bulletin revision provides more conservative guidance, the licensee sho.1d explain the adequacy of the action already performed. It should be reiterated that the purpose of the Bulletin actions are to assure operability of Seismic Category I piping systems in the event of a r.eismic event.
Response
The baseplates in the Beaver Valley Power Station, Unit 1 which support Seismic Category I (as defined by Regulatory Guide 1.29) piping systems which are larger than 2 1/2 inches in diameter (large bore) and which use concrete expansion anchor bolts have been identified as being included in the secpe of this Bulletin.
Also included are baseplates which support non-Category I piping systems seismically designed in accordance with Regulatory Guide 1.26.
The total number of large bore (greater than 2 1/2 inches diameter) piping system baseplates identified as being applic-able to the requirements of this Bulletin is 1635. Included in this number are structural shapes used in lieu of baseplates.
l.1 Similarly, the baseplates which support small bore (21/2 inches in diameter and smaller) Seismic Category I piping systems and which use concrete anchor bolts have been identified as being included in the scope of this Bulletin for small bore piping.
These total 964 baseplates and also include structural shapes used in lieu of baseplates.
Both the large bore and small bore systems which are incided in the scope of this' Bulletin are listed in the summaries provided as Attachments A, B, C, D and E to this Report.
h-0
~
2.0 IE Bulletin.79-02:
Verify that pipe support base plate flexibility was accounted for in the calculation of anchor bolt loads. In lieu of supporting analysis justifying the assumption of rigidity, the base plates should be considered flexible if the unstiffened distance between the member welded to the plate and the edge of the base plate is greater than twice the thickness of the plate. It is recognized that this criterion is conservative.
Less con-servative acceptance criteria must be justified and the justi-fication submitted as part of the response to the Bulletin. If the base plate is determined to be flexible, then recalculate the bolt loads using an appropriate analysis. If possible, this is to be done prior to testing of anchor bolts. These calculated bolt loads are referred to hereaf ter as the bolt design loads. A description of the analytical model uced to verify that pipe support base plate flexibility is accounted for in the cal-culation of anchor bolt loads is to be submitted with your response to the Bulletin.
It has been noted that the schedule for analytical work on base plate flexibility for some f acilities extends beyond the Bulle-tin reporting time frame of July 6,1979. For those facilities for which an anchor bolt testing program is required (i.e.,
sufficient QC documentation does not exist), the anchor bolt testing program should not be delayed.
Response
A procedure was developed which can be applied to common plate configurations to verify that plate flexibility has been accounted for in determining _the loads induced in the drilled-in anchor bolts.
This procedure includes factort to be applied to anchor bolt loads to provide for the effects of plate flexibility. The load
2.1 factors were developed using finite element analysis tech-niques.
The finite element techniques sre used directly for individual places which are not enveloped by the common plate configuration procedure.
The finite element model considers plate flexibility, anchor stiffness, stiffening effects of the member attached to the plate, as well as concrete flexibility.
The contact boundary-conditions at the interface of the plate and' concrete and plate and drilled-in anchors are satisfied in the solution.
Prior to applying the model, sensitivity studies were conducted on both finite element grid size and concrete stiffnesc. A grid size su_ table for application and one which produces reliable resulcs was selected. The concrete stiffness is represented in the model by linearly elastic springs (i.e., a Winkler founda-tion).
An analysis was performed which shows the concrete compressive stiffness to be much greater than the drilled-in anchor plate assembly. Varying concrete spring stiffness over three orders of magnitude resulted in negligible changes in the drilled-in anchor loads.
The ANSYS, Rev.
3, finite element package is being used for f
analysis.
Both the " rectangular plate", (elastic capabilities-only) and the " elastic flat triangle" elements are being used to model the base plate. These elements model pure plate bending, appropriate for the analysis of the flexible base plates. The concrete and drilled-in anchors are both modeled with the
" combination" gap elements which both model the stiffness of these components and represent the contact boundary condition discussed previously.
The stiffening effect of the attached l
members are represented with " elastic 3-D beam" elements. The grid is constructed such that beam elements are adjacent to the edge of plate elements and both connected to common nodes. The displacement equation used in the formulation of both the beam
2.2 and plate elements assures compatibility of displacements at this. interf ace.
Finally, forces are applied as couples and axial forces distributed to nodes at the intersection of the attached ~ member and plate.
The criteria for analysis of the baseplates is provided as Attachment G.
Since bolt design loads could no t. be determined prior to testina, an allowable design load for each size and style of bolt was determined using the appropriate factors of safety.
The
' test values were then established from the, allowable design loads and the testing conducted on that basis. During the course of the anslysis, bolt design loads were not permitted to exceed the allowables.
All the baseplates for large bore piping systems identified as applicable to the requirements of this Bulletin have been analyzed in accordance with the above.
I
3.0 IE Bulletin 79-02:
Verify that the concrete expansion anchor bolts have the following minimum factor of safety between the bolt design load and the bolt ultimate capacity determined from static load tests (e.g. anchor bolt manufacturer's) which simulate the actual conditions of installation (i.e.,
type of concrete and its strength properties):
a.
Four - For wedge and sleeve type anchor bolts b.
Five - For shell type anchor bolts The bolt ultimate capacity should account for the effects of shear tension interaction, minimum edge distance and proper bolt spacing.
If the minimum factor of safety of four for wedge ty;e anchor bolts and five for shell type anchors can not be shown then justification must be provided. The Bulletin factors of safety were intended for the maximum support load including tne SSE.
The NRC has not yet been provided adequate justification that lower factors are acceptable on a long term basis. Lower factors of safety are allowed on an interim basis by the provisions of Supplement No. 1 to IE Bulletin No. 79-02.
The use of reduced factors of safety in the factored load approach of ACI 349-76 has not yet been accepted by the NRC.
Response
The maximum allowable anchor bolt loads evaluated for the baseplate analysis described earlier in this Report used a factor of safety of five (5) for shell type anchor bolts and four (4) for wedge type anchor bolts. The factor of safety is based on the anchor manufacturer's published average ultimate loads adjasted to the in-place concrete strength.
Determination of the in-place concrete strength was based on the results of the
3.1 28-day compressive strength tests taken during construction of BV-1 and supplemented by an in-place roncrete strength deter-mination as required.
Over 97 per cent of the concrete anchors tested were the Phillips Red Head Self-Drilling Anchors.
The remaining anchors tested were the external wedge and drop-in shell anchors. A review of purchasing records for BVPS-1 indicate that the external wedge anchors were manufactured by Phillips Red Head, Hilti or Wej-It and the drop-in anchors were manuf actured by Hilti. The factor of safety for the external wedge anchors whose manuf acture could not be readily determined were based on the lesser of the average ultimate loads published by Hilti and Phillips Red Head.
The concrete used for construction of BV-1 was designed to attain 3,000 psi compressive strength in 28 days. The average 28 day compressive strength tests for all concrete placed in BV-1 exceeded 4,000 psi.
In-place concrete strength tests were performed to verify concrete strength gain beyond 28 days for those areas where 28 day compressive strengths were between 3,000 psi and 4,000 psi.
In-place concrete strength of these areas was determined by use of Windsor Probes correlated to the strength of drilled concrete cores.
The results of this testing, based on evaluation procedures outlined in ACI No. 214-77, have verified the use of a concrete compressive strength of 4,000 psi to determine drilled-in-concrete anchor allowable bolt loads. The maximum allowable bolt loads were based on concrete strength of 4000 psi.
Where required, the maximum alluwable anchor loads for shear and tension were reduced for the effect of edge distance and anchor spacing less than the anchor manufacturer's recommended mini-
-mum.
Edge distance and anchor spacing used for analysis were based on the results of a field as-built inspection of each baseplate.
r-
'3.2 The effects of shear-tension interaction were considered in the analysis using the following formula:
(T(Actual)/T(Allowable) 5/3 + (S(Actual)/S(Allow) 5/3/ml.0 as referenced in the AISC Engineering Journal, Second Quarter, 1973, " Headed Steel Anchors Under Combined Loadings".
Subsequent to the field as-built inspection and analysis of each baseplate, those baseplates which had anchors which exceeded the maximum allowable anchor bolt loads, based on the above factors 'I of safety, were modified as necessary to meet the maximum allowable anchor bolt-load requirements.
The number of baseplates which were modified in order to meet the requirements of this Bulletin totals 120. The type of modifica-
- tion used was unique to each baseplate and was determined by many factors including the pipe loading, support configuration, baseplate accessibility, interferences, etc.
Typically, the most common' types of modification included baseplate and anchor replacement, anchor replacement with a larger size anchor, and
. addition of gusset plates, braces, wing plates or anchors.
1
4.0 IE Bulletin 79-02:
Describe the design requirements if applicable, for anchor bolts to withstand cyclic loads (e.g. seismic loads and high cycle operating loads).
Response
The anchor bolts were designed to withstand the maximum forces applied by seismic loads along with other applicable loads.
Properly installed drilled-in anchors are. capable of with-standing these design loads for the cycles which would be expected from operating and seismic conditions.
A description of the loads used, their application to the support and the origin to the loads is provided as Attachment "G" Design Criteria for Baseplate / Anchor Bolt, I.E.Bulletin 79-02".
Computer run piping loads referenced as Nupipe Loads are based en the methodology of the " Report on the Reanalysis of Safety-Related Piping Systems" for Beaver Valley Power station - Unit No.1, Duquesne Light Company, dated June 15, 1979 as part of the USNRC order to show caute. The piping loads used accounted, for the highest amplitude generated from seismic forces or vibratory leads associated with operating equipment.
The test data developed by the Utility /TES Owners Group, Technical Report 3501-2 " Summary Report Generic Response to USNRC IE Bulletin 79-02 Baseplate / Concrete Expansion Anchor Bolts" prepared by Teledyne Engineering Service dated August 30, 1979 shows concrete expansion bolts are capable of resisting cyclic loading.
5.0 l.
IE Bulletin 79-02:
Ve t.
from existing QC documentation that design requirements have been met for each anchor bolt in the following areas:
a.
Cyclic loads have been considered (e.g. anchor bclt preload is equal to or greater than bolt design load). In the case of the shell type, assure that it is not in contact with the back of the support plate prior to preload testing.
b.
Specified design size and type is correctly installed (e.g.
proper embedment depth).
Response
Anchor bolt preload was not a requirement for anchor bolt installation during the construction of BV-1 nor is it a requirement for the anchor bolts using the current analytical and design criteria.
During construction of BV-1, the anchor bolts of the size and type specified on the drawings were to be installed in accord-ance with the manufacturers' instructions.
As in any common bolting application, there was an implied requirement that the j
bolts be sufficiently torqued to hold the baseplate tight against the mounting surface.
Installation torque was not specified nor was anchor bolt preload required.
One of the requirements in conducting the anchor bolt tests was to verify the back-off torque required to remove the in-place anchor bolts. A review of this data indicates that nearly all anchor bolts were installed during construction of BV-1 in a tight condition. However, because of the influence of indeter-minate factors such as coating systems on the nuts or bolt heads or condition of the threads, no attempt was made to quantify th se results.'
5.1 Bolts and -nuts which were removed. for. testing have been reinstalled to the specified ' test torque.
This was done to satisfy the ' requirement - that the plate be installed tightly against Lthe concrete.
Use - of the. specified test torque to reinstall the bo?.t or nut was to simplify the test and.
reinstallation operation.
A. review of existing QC documentation shows that prior to initial start-up of the-plant, the pipe supports were visually compared.to the construction drawings. However, the inspection attributes were not adequate either to verify the specified design size and type, or to verify correct installation of the concrete anchor bolts. As a result, a testing program, which is described later, was conducted in accordance with the require-ments.of this Bulletin.
l
6.0 IE - Bulletin 79-02:
If sufficient documentation does not exist, then initiate a testing program that will assure that minimum design require-ments have been met with respect to sub-items (a) and (b) above.
A sampling technique is acceptable. One acceptacle technique is to randomly select and test one anchor bolt in each base plate (i.e., some supports may have more than one base plate).
The test should provide verification of sub-items. (a) and (b) above.
If the test fails, all other bolts on the base plate should be similarly tested. In any event, the test program should assure that each Seismic Category I system will perform its intended function.
Response
Duquesne Light Company has completed a comprehensive testing and inspection program for the purpose of verifying the size, type and the adequacy of the anchor installation.
The piping systems into which the applicable baseplates are incorporated were divided into' piping lines which lie between penetrations,. anchors, motor operated valves, manifolds and piping size changes.
For the testing and inspection program, the piping and hanger drawings for each piping line were assembled into line packages which also contained the forms necessary for documentation of the tests and inspections.
The program for inepection and testing of baseplates and anchors installed at the Beaver _ valley Power Station, Unit No. 1, was implemented in a manner to minimize personnel exposure, to prevent unnecessary rework, and to insure complete document traceacility.
The _ inspection for the as-built condition of the applicable baseplates is ccmplete. A summary of this work is provided as 4
6.1 Attachment C.
Those baseplates located in high radiation areas or_ areas of. restricted physical access were visut411y inspected for_'compatability with the drawings of record.-
The testing program for adequacy of the concrete expansion anchors is also complete. The inspection and testing procedures 4
are provided as Attachment G.
Summaries of the testing program results are'provided'as Attachments A and B.
A description and discussion of the testing program is provided i
as follows:
The compatibility of the anchors to resist load was verified by either the application of torque or the application of direct l
tension to the anchor bolts.
. Direct tension was applied to the anchor bolts using a hydraulic
-ram.
This method was primarily used for testing anchor bolts
~ installed 'in the floor for grouted baseplates.
Prior to performing this test, grout was removed from around each enchor and any levelling nuts were turned down fre,m the bottom of the
-plate.
The testing method using_the application of torque to an anchor bolt was primarily used for wall and ceiling anchors and required. removal of the bolt or stud from the anchor shell, i
-visual verification that the shell was not touch ng the back of the baseplate, installation of the bolt:or stud, application of the _ specifie'd torque, removal of the bolt or stud for visual i
l verification of the position of the shell and reinstallation of the bolt or stud to the specified torque. Prior to testing those
~
anchors which were initially touching the back of the baseplate, the anchor shells were either driven further into the concrete
- until the shell was no longer' touching the plate or else the
~
baseplate hole was drilled -oversize so that the shell was no 1
6.2 longer in contact with the baseplate. The shear capability of the oversize hole was retained by welding a shear washer to the plate.
Longer studs were installed to account for the extra plate thickness which resulted frem use of this method.
The _ torque method was also used to test wedge anchors. Wedge anchors were required to develop a specified torque and meet minimum embedments. Embedment was verified by ultrasonic test-ing.
An anchor failure was defined as any shell or wedge anchor which failed to develop the specified torque, any shell anchor which rotated in the hole or moved to the back of the plate or any shell or wedge anchor which moved more than 1/16" af ter application of the specified torque or the specified tension.
The concrete anchors were tested one at a time and anchor failures were repaired v ior to testing the next anc.:.or on a plate.
Failures of the shell type anchors were normally repaired by drilling the baseplate oversized, extracting the shell, drilling the concrete to the diameter and depth required to accept the next larger si:e shell using either a carbide drill or an oversized self-drilling anchor, installing a new Red Head Self-Drilling or Flush.jpe concrete anchor, testing the new anchor to the specified torque and welding a shear washer over the oversized baseplate hole.
Wedge anchor failures were repaired by replacement of the anchor with another wedge anchor.
The repair method for shell anchors was tested on 1/2, S/8 and 3/4 inch diameter concrete expansion anchors previously in-stalled on a reinforced concrete wall in the plant.
The repaired test anchors were then tension tested to failure. In all cases, the test results were cons stent with the Ultimate Load Capacities published by Phillips Red Head for 3500 psi stone aggregate concrete and adjusted to 4000 psi. It should be
6.3 noted that the allowable design load for a repaired anchor was that of the original anchor and was not inceaased for the larger size repair anchor.
Repair of the 7/8 inch diameter shell type anchors was accom-
~plished by drilling the baseplate oversited, extracting the
- shell, replacing the shell with a concrete wedge expansion anchor, testing the new anchor to a specified torque and welding a shear washer over the oversized baseplate hole.
The initial testing program was conducted from June 6, 1979 to August 8,1979. The purpose of the testing conducted during this period was to collect data from which to forn a base for later
- testing, and to verify the adequacy of the anchors to permit interim startup.
Tests were conducted on selected wall and ceiling mounted baseplates.
All ancnors on these baseplates tested in an effort to expose any problem areas early in were the resting program. It was anticipated at that time that the floor grouted baseplate ancnors would be of better quality based on the relative ease with which those anchor installations could be made.
The final testing program was started in October, 1979 and was continued to completion. This was a continuation of the initial testing program.
Based upon the data collected during the initial testing program, the data collected during the early part of final testing program, and the above stated assumption regarding the flour grouted anchors, it was feit that a sampling procedure could be adopted for further testing. The sampling procedure,. issued to the testing personnel in November, 1979 was based on the recommendations of IE Sulletin 79-02 Revision 1 and was as folicas:
1.
A statistical sample of an: hors on floor grouted baseplates would be. tested in an attempt to provide a 95% confidence
6.4 that there would be less than 5% f ailed anchors. Give:t that result, further testing of grouted baseplates would be discontinued.
Failure to meet that requirement would require additional testing.
2.
On all accessible baseplates, excluding floor grouted plates and plates requiring scaffolding for access, one randomly selected anchor on a baseplate would be tested. Failure of the test anchor would result in testing of the remaining anchors on that baseplate.
3.
On baseplates where scaffolding was required for access, all anchors would be tested.
As this testing program progressed, it became evident that a high failure rate, which finally reached 16%, was developing for floor grouted baseplate anchors, and that additional testing of floor grouted baseplates was required.
In mid-November instructions were given to test all anchors on all floor grouted baseplates and the sampling procedure was subsequently revised such that:
1.
On all accessible baseplates, excluding floor-grouted base-plates and baseplates requiring scaffolding for access, one randomly - selected anchor on a bastplate would be tested.
Failure of the test anchor woulf tasult in testing the remaining anchors on that baseplate.
2.
On floor grouted baseplates and baseplates where scaffolding was required for access, all anchors would be tested.
A summary of test results for large bore piping (Attachment A) shows that the anchor failure rate for wall, ceiling and floor mounted. ' (not grouted) baseplates has remained stable at 3.0%
6.5 overall and that the anchor failure cate for floor grouted baseplates (Attachment B) has lessened to 11.5% overall.
A preliminary statistical analysis was made in February, 1980, of all available test data fst wall, ceiling and floor mounted (not grouted).baseplates grouped by system.
Data for floor grouted baseplates was excluded from this analysis. As a result of the high failure rate for anchors on floor grouted base-plates, it was decermined that it would be necessary to test all anchors on all floor grouted baseplates. Th.e results of this analysis of the test data as shown on Attachment A for large bore wall, ceiling and floor mounted (not grouted) baseplates is as follows:
1.
Testing of all accessible baseplates has been completed on 23 of the 28 systems (AJA, BR, CC, CH, CV, CVP, CW, DG, FC, GW, NSL, OL, PG, SAE, SDHV, SHP, VG VS, WAPD, WD, WFPD, WCCB,
WR).
2.
Testing was discentinued on those systems with test results which provided at least a 95 percent confidence level that less than 5 percent of the anchors are defective.
This involved the QS, RC, R3, RS, and SI systems.
The sampling method described in item 2 is that stated in IE Bu'letin 79-02 Appendix A Part b., " Randomly select and test a l
statistical sample of the bolts to provide a 95 percent confidence level that less than 5 percent defective anchors are
-installed in any one seismic Category I system.
The sampling program should be done on a system by system basis."
This has been interpreted as a binomial statement, implying that the consumers risk (the probability of accepting a " bad" lot set at 5 percent or ' greater), be limited to 5 percent and -that lots with 5 percent or greater defectives be rejected 95 percent of the time.
~
6.6 The smallest sample size that will satisfy the above constraints (951 confidence, 5% defective) is 58, obtained by solving the binomial. expression for 0 rejects. For samples already taken,
- the estimate of the population percent defective was computed using the standard error of the percentage formult, using 95 e
percent confidence limits. The results were then evaluated, using the criteria that the upper limit-must be less than 5 percent.
As stated above, floor grouted baseplates were not included in the above analysis.
The results of the testini of anchors in this type of plate for large bore piping is shown in Attachment B.
These plates were excluded from the above analysis on the basis that the floor grouted intallation was different than non-grouted installations. The test results for grouted plates consistently ' indicated a higher failure rate than for non-grouted baseplates.
Exclusion from the above analysis was further justified with the decision to test all anchors on all grouted baseplates.
The results of -the testing indicated that the main reason for shell-type anchor failure was installation of the shell in an oversized hole.
It appears that carbide drills were used occasionally for installation of self-drilling anchors and are the main reason for oversi:ed holes.
It has been cbserved that in most cases, all of the anchor bolts in grouted baseplates are installed with levelling nuts, so that when a grouted support was being installed initially, it rested onthelevellingqgsandsubsequenthangerdeadloaddidnot cause any " failure type" or tension load on the anchors. With t
the levelling nuts.touching' the back of the plate and the hanger dead loads suf ficiently high to preclude movement of the hanger, the anchor nut on top of the plate was installed and torqued without producing tension in the anchor and providing an a
i
6.7 indication of actua1 or potential failure of the anchor. This is believed to be the reason for the high failure rate for floor mounted grouted anchors.
It can be reasoned that oversizing of the holes could occur equally on all types of plates. All hangers installed without levelling nuts (wall, ceiling and floor mounted - not grouted) have the anchors stressed when the plates are mounted either from hanger dead load or bolt installation torque. Therefore, actual or potential failures would have been revealed at the time the hanger was installed. It is believed that anchors for these installations which showed any indication of actual or potential failure during initial installation of the hanger were reinstalled properly or replaced prior to final installation of the hanger.
The results of the tasting of baseplates for small bore piping supports are discussed later in this Report.
l 1
l
7.0 IE Bulletin 79-02:
The preferred test method to demonstrate the bolt preload has been accomplished is using a direct pull (tensile test) equal to or greater than design load.
Recognizing this methed may be difficult due to accessibility in some areas an alternative test method such as torque testing may be used. If torque testing is used it must be shown and substantiated that a correlation between torque and tension exists.
If manufacturer's data for the specific bolt used is not available, or'is not used, then site specific data must be developed by qualification tests.
Response
As stated previously, bolt preload is not a design requirement and as a result there were no tests performed to demonstrate bolt prelcad. However, two test methods were used to demonstrate the adequacy of the anchor installation. These were a direct pull tension test and a torque test.
The tension test was used primarily on anchors for floot grooted baseplates and the torque test was used primarily on anchors for all other type baseplate installations.
The torque values which were used for testing the Phillips Red-Head Self-Drilling Anchors are in accordance with values pro-vided by the ITT Phillips Drill Division for use in the installation of their anchors.
The use of these values was verified by tests conducted on site in the following manner:
At least four (4) Red Head self-drilling anchors of each sise used throughout the station for pipe supports were installed in a reinforced concrete wall at the north end of the Turbine Building.
The concrete of which the wall was constructed was typical for concrete used throughout the station.
Subsequent tests were conducted using each of these anchors and using both "all-thread" rod with a free
7.1 nut and "all-thread" rod with a nut welded tc the rod to simulate a bolt.
The test method used was as follows:
A.1 inch thick plate was installed over the wall anchor. The hole in this plate was drilled oversired to ensure that the shell would not contact che plate. A second plate was placed over this plate and the threaded rod was installed. The rod was torqued to a specific torque and was then tensioned until the outer plate could be moved by turning. The. tensile load was recorded for the torque value specified by ITT phillips Red Head Drill Division and for one torque smaller and for one torque larger than that value. This was done for each test anchor.
As might be expected for tension-tergae relationship test-ing, there was considerable scatter of the test results.
Also, there were not sufficient tests to establish a reliable general relationship.
The tension-torque test results were adequate,. however, to establish ' hat the torque values used for anchor bolt testing provided a clamping force of the plate to the concrete at least equal to 23 percent more than the allowable design load of the anchor.
The tension torque test results did verify that the torque values used for testing the anchor bolts were conservative.
A summary of the tension-torque test results indicate that the lowest tension which was required to overcome the clamping force from the ' torque specified by Red Head exceeded the maximum allowable bolt design load by 23%. For 32 of the 36 test results this value was exceeded by more than 50%.
The ' torque 'alues used for testing wedge anchors are in agreement with the values specified for installat'on of Hilti Kwik-bolts in Beaver Valley Unit 2.
The Unit 2 torques were
7.2 recommended by Hilti based on the results of site qualification tests.
These tests _ were conducted using Hilti Kwik-bolts in concrete which was typical of that used in the construction of Beaver Valley Unit 2 and Unit 1.
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-IE Bulletin 79-02:
Bolt test values of one-fourth (wedge type) or one-fifth (shell 4 -
type) of bolt ultimate capacity may be used in lieu of individually calculated bolt design loads where the test value can be shown to be conservative.
Response
The allowable bolt ' design load used for analysis of all the applicable baseplates was one-fourth (for wedge type) and one-fifth (for shell type) of the anchor bolt manufacturers pub-lished anchor ultimate capacities adjusted for 4000 psi strength concrete.
Bolt test values for the direct tension tests "ere one-fourth (for wedge type) and one-fif th (for shell type) of the anchor bolt manufacturer's published anchor ultimate capacities ad-
-justed for 4000 psi strength concrete and increased by 25 per cent.
As discussed in the previous response it is estimated that the torque values used for testing of installed anchors exceeded the allowable bolt design load by at least 23 per cent based on the lowest of the 36 tension-torque relationship test results and by at'least 50 per cent based on 32 of the remaining tension-torque relationship test'results.
.6
900 IE Bulletin 79-01:
The purpose of Bulletin No. 79-02 and this revision is to assure the operability of each seismic Category 1 piping system. In all cases an er21uation to confirm system operability must be performed.. If a base plate or anchor bolt failure rate is identified at one unit of a multi-unit site which threatens operability of safety related piping syst' ems of that unit, continued operation of the remaining units at. that site must be in! mediately evaluated and reported to the NRC.
The evaluation must consider the generic applicability of the identified failures.
Response
Beaver Valley is a two unit site. However, Beaver Valley Unit 2 is presently under construction, and the anchor bolt installa-tion is being conducted in strict accordance with written insta llation and test procedures.
There is no reason to consider generic applicability of identified anchor failures at either unit.
All baseplates identified as applicable to IE Bulletin 79-02 for large b' ore piping, 21/2" diameter and larger, were analyzed for flexibility considerations.
As described previously, those baseplates which did not meet requirements of the Bulletin were
-modified.
The results of baseplate flexibility analysis show that approx-imately 93 per cent of the installed baseplates were originally designed with sufficient margin to withstand the calculated increased anchor bolt loadings resulting from flexibility and to) exceed the minimum factors of safety. Tne results also show that 50 percent of the baseplates analy:ed for flexibility had factors of safety greater then 10. Conservative design piping i
loads, from the simplified analysis referred to as Decal Loads,
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4 9.1 were used for approximats.y 37 per cent of those baseplates analyzed. Computer run piping loads referenced in Attachment G were used for the analysis of the remaining baseplates.
An insignificant number of baseplates required modification due to a deviation of the "As-Built" baseplate configuration from the Design Drawings. The anchor test results foi yall, ceiling and non-grouted floor mounted plates demonstrated a 95 per cent confidence level that each' system has an acceptance of 95 per cent or g rer.te r.
. As previously described, all of the anchor bolts accessible in floor grouted baseplates were tested.
Since all the failed anchors were reinstalled to acceptable tension values, it can be concluded that the adequacy of the anchors during a seismic event has been assured.
l
10.0 IE Bulletin 79-02:
Appendix A describes two sampling methods for testing that can be i'
used. Other sampling methods may be used but must be justified.
These options may be selected on a system by system basis.
' Response:
The sampling method used for the testing of concrete expansion anchors are described earlier in this Report.
These sampling methods were applied on a system by system. basis and are in accordance with Appendix A of the Bulletin.
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11.0 IE Bulletin 79-02:
Justification for omitting certain bolts from sample testing which are in high radiation creas during an outage must be based on other testing or analysis which substantiates operability of the affected system.
Response
Eighty-one per cent of the total large bore piping bolt population was tested with saly a 5.3 per cent failure rate. A total of 233 plates (15% of the total plate population) were not tested due to high radiation, physical inaccessibilty or dis-continuance of testing by completing the 95 percent acceptance criteria on a system basis for non-grotted plates.
The anchor test results for wall, ceiling and non-grouted floor mounted baseplates has demonstrated that each system for which plates have been deferred from testing either has a 95 per cent confidence level that less than 5 per cent of the anchors will fail or else has no record of previous failures.
Thirty-six (36) per cent of all plates including floor grouted plates had factors of safety from analysis greater than 10.
Seventy-six (76) per cent were conservatively analyzed using the SD-STEP
-procedures (See Attachment G).
The safety factors have been shown to increase significantly when the ANSYS finite element analysis is used.
Forty-nine per cent were analy:ed using conservative design piping loads derived from simplified ana-lysis.
Twenty-nine floor grouted plates were not tested.
The total population of tested floor grouted baseplates demonstrated a failure rate of 11.5 per cent. As previously discussed, the 11.5 '
per cent of failure rate was attributable to the floor grouted anchor installation' being "ifferent from the non-grouted in-stallations.
A summary of<the twenty-nine (29) floor grouted plates which were not tested is provided below. The f actors of
11.1 safety for the bolts, based on the plate analysis, is provided as an indication of the conscevativer. ems of the plate design.
The safety factors listed as being calculated from the (S.D.)
method of analysis are highly conservative and have been shown to increase significantly when calculated using the more exact ANSYS analysis. (See attached table - Floor Grouted Baseplates Not Tested.)
Applying the bolt failure rate given in Attachment B to each system listed in the attached Table it can be shown that less than one (1) bolt failure each in the CH, NSL and RC systems, less than two (2) bolt failures each in the CC and SI systems, and less than eight (8) talt f ailures in the RH system could be expected in the twenty-nine (29) floor grouted baseplates.
Further review of the test results has shown that of the fifty-four (54) plates which had bolt failures in the above systems, sixty-seven (67) per cent of these plates had over half of the anchors in the plate tested successfully.
Test results have also shown that over 60 per cent of the floor grouted anchors failed at some tension greater than 50 per cent of the test load.
It has been concluded, as a cesult of this review, that some bolt failures could be ' expected to occur in the twenty-nine floor grouted baseplates which have been deferred from testing, however, based on the conservatism of the design and a review of test results, there is reascnable confidence that a gross failure of the baseplate would not occur under the design loading and that the safety of each system under design loading is assured.
FLOOR GROUTED BASEPLATES NOT TESTED 11.2 Reference Attachment B Line Hanger No. of Bolt Factor Analysis Total Bolts No.
No.
Plates of Safety Method In Plate 18CC-ll8 H-408 2
38 S.D.
4 57 S.D.
4 CC SYSTEM TOTAL 2
8 4CH-72 H-37 1
13 S.D.
2 H-38 1
13 ANSYS 6
'H-40 1
9 ANSYS 4
H-41 1
13 S.D.
2 3CH-125 H-215 1
7 S.D.
4 H-275 2
10 S.D.
4 10 S.D.
4 3CH-133 H-216 1
11 S.D.
4 H-216A 1
5 S.D.
4 H-216B 1
7 S.D.
2 CH GYSTEM TOTAL 10
.36 6MSL-1 H-168 2
11 S.D.
4 11 S.D.
_i NSL SYSTEM TOTAL 2
8 4RC-72 H-6
_1 11 S.D.
__4 RC SYSTEM TOTAL 1
4 L
14RH-2 H-30 2-7 S.D.
4 7
S.D.
4 H-ll4 1
31 S.D.
6 12RH-9
'H-27 1
19 S.D.
16
'12RH-12 H-7 1.
13 ANSYS 25
~
14RH-18 H-31 2
329 ANSYS 4
329 ANSYS 4'
14RH-lE H-ll3 1
25 S.D.
6-RH SYSTEM TOTAL 8
69 6S1-40' H-4 1-7 S.D.
12 6S1-41
-H-2 2'
44 S.D.
4 44 S.D.
4 3S1-56 H-231-J2 52 S.D.
4 52 S.D.
4 3Sl-133' H-237 1
11 S.D.
8 S1 SYSTEM TOTAL
.6 36.
12.0 IE Bulletin 79-02:
Bolts which are found during the testing program not to be preloaded to a load equal to or greater than bolt design load must be ptoperly preloaded or it must be shown that the lack of preloading is not detrimental to cyclic loading capability.
These licensees that have not verified anchor bolt preload are not required to go back and establish preload.
- However, additional information should be submitted which demonstrates the effects of preload on the anchor bolt ultimate capacity under dynamic loading. If it can be established that a tension load on any of the bolts does not exist for all loading cases then no preload or testi.ng of the bolts is required.
Responset Anchor tests have been performed which indicate that lack of anchor preload is not detrimental to the cyclic loading capa-i.
bility of the anchor.
One of the major findings of the Utility /TES Owners Group, Technical Report 3501-2 " Summary Report Generic Response to USNEC IE Sulletin 79-02 Base-plate / Concrete Expansion Anchor Bolts" prepared by Teledyne Engineering Service and dated August 30,.979 was that the holding capacity of concrete expansion anchor bolts even when installed with no preload does not deteriorate when subjected to cyclic leading (i.e. the anchors were able to sustain a cyclic loading equivalent to their allowable load and still have an ultimate capacity comparable to similar anchors which had not been subjected-to cyclic loads).
Common -bolting practice implies a equirement that bolts be sufficiently tightened to hold the baseplate tight against the mounting surface, but preloading is not a requirement.
13.0 IE. Bulletin 79-02:
If anchor bolt testing is done prior to completion of the analytical work on base plate flexibility, the bolt testing must be performed to at least the original calculated bolt load. For testing purposes f actors may be used to conservatively estimate the potential increase in the calculated bolt load due to base plate flexibility. After completion of the analytical work on the base plates the conservatism of these factors must be verified.
Response
The anchor bolt testing was performed within the same time frame during which the baseplate flexibility analysis was being conducted. The allowable design load was the basis for both the testing program and the plate analysis program.
For those anchors which were tension tested, the test load was 25% greater than the allowable design load.
For those anchors tested by application of torque, the test load was a minimum of 23% greater than the allowable design load. As described earlier, testing f ailures were repaired immediately and overstress of the anchors as determined by the analysis were resolved by modification of
'the anchor, baseplate, or hanger.
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14.0 IE Bulletin 79-023.
For b'ase plate supports using expansion anchors, but raised from the supporting surface with grout placed under the base plate, for testing purposes it must be verified that leveling nuts were not used. If leveling nuts were used, then they must be backed off such that they 'are not in contact with the base plate before applying tension or torque testing.
~ Response:
Prior to testing of an anchor bolt installed in a floor grouted baseplate, the grout was removed from around the anchor, and if a levelling nut was installed on the stud, the levelling nut was turned down from the back of the plate.
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15.0 IE Bulletin _79-02:
Bulletin No. 79-02 requires verification by inspection that bolts are properly installed and are of the specified size and type. Parameters which should be included are embedment depth, thread engagement, plate bolt hole size, bolt spacing, edge distance to the side of a concrete member and full expansion of the shell for shell type anchor bolts.
Response
The as-built inspection program conducted on all applicable baseplates for large bore piping supports specified veri-fication of minimum requirements for bolt spacing and edge distar.ce to the side of concrete members. Bolt spacing and edge distance less than the specified minimum requirements were reported and the maximum allowable anchor loads for shear and tension were reduced.
Embedment depth (measured as shell projection above the normal concrete surf ace) and thread engagement were parameters in-cluded in the testing program for anchors in vall, ceiling and floor mounted (not grouted; baseplates.
Wedge anchors were ultrasonically tested for minimum embedment depth. Shell type anchet which extended more than 3/16 inch from the normal concrete surface were replaced as were bolts or studs which had
-thread engagement less than the nominal bolt or stud diameter plus 1/8 inch. No shell or wedge anchors which were !.nspected, failed to meet minimum embedment depth requirments.
15.1 Embedment depth and thread engagement were not insp.:cted for-ae s in floor grouted baseplates. Embedment depth was not verifd-d primarily because localized removal of grout in most cases precluded an accurate determination of the normal con-crere surface. Thread engagement was not inspected because of
'the high degree of difficulty experienced initially in at-tempting to remove the studs from the anchors. The dried grout combined with corrosive effects of moisture in the original grout made the stud removal difficult. Since all-threaded studs were installed in the floor grouted baseplstes and since these were cu; from long lengths of all-threaded rod it was considered unlikely that the minimum thread engagement re-quirement would not be met in this application.
Subsequent tension testing of the stud provided an adequate check of the capacity of the stud.
Shear wasners were welded over enlarged bolt holes in the basepla e and threaded studs of sufficient length to account for the additional plate thickness and to meet minimum thread engagement requirements were installed.
For shell type anchors in wall,' ceiling and floor mounted (not grouted) baseplates, plug depth was measured for information
~
This information was not used as an accept / reject purposes.
criteria. Ability of the anchor to withstand the test lead was considered the final criteria for acceptance / rejection of the anchor.
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15.2 Results from the testing and inspection program have-indicated various conditions which preclude the use of plug depth as the only parameter fer anchor qualification. Measurement of plug depth will indicat full expansion of the shell in an oversize hole. Conditions such as anchor pullout due to oversized holes and snap-offs left attached to self drilling anchors and installed flush with or protruding from the face ccncrete have been observed. These have been found in only'a smaM percentage of the anchors tested.
However, they do indicate that full expansion measured by plug depth alone should not be used for anchor qualification. More than 95 percent of the anchors have been found to meet all the inspection and test requirements, although a high percentage exhibited varying plug depth. The relative location of the plug within the shell does not provide i
justification by itself for anchor acceptance or rejection.
The proper installation of the shell to establish adequate capacity is assured by inspection and testing the shell as previously discussed.
r-16.0 IE Sulletin 79-02:
If piping systems 2 1/2 inch in diameter or less were computer analysed then they must be treated the same as the larger piping. If a chart analysis =ethod was used and this method can be shown to be highly conservative, then the proper installa-tion of the base plate and anchor bolts should be verified by a sampling inspection. The paramenters inspected should include those described in the preceding paragraph. If small diameter piping is not inspected, then justification of system oper-
. ability must be provided.
Response
A conservative chart method was used to develop piping loads for small bore piping 2 1/2" diameter or less. The method of analysis is described in Appendix B.2.1.1.9 of the FSAR and in response to question 3.15.5, Amendment 5 dated October 10, 1973 of the FSAR. Ju:ther expalanation is described in the Interim Report for Beaver Valley Power Station, Unit 1, "A Reanalysis of-Safety-Related Piping Systems", dated Acril 20, 1979.
The results of the anchor bolt testing for ti.a large bore (larger than 21/2 inches in diameter) pipe hangers were used as the basis for the testing program conducted for the Seismic Category I Piping Syrtems 21/2 inches in diameter and smaller.
The testing program described earlier in this report for testing concrete expansion anchors for the large bore piping supports was expanded initially to encompass a random sampling of the anchors for all small bore piping supports. The random selection of anchors included anchors from all small bore systems. The test results for this initial sampling was used to determine the requirements for further testing.
1 9
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Tisting of anchors in.small bore pipe support baseplates was-conducted in accordance with the same procedures and criteria which were used in - testing the anchors in large bore pipe support baseplates and which were described previously.
Results 'from the initial testing of anchors in floor grouted baseplates for small_ bore pipe hangers indicated a r.ailure rate of 9.1 percent (5 failures in 55 anchors tested). As a result of _this data, it was decided to continue testing all the anchors on all the floor grouted baseplates for the seismic Category I small bore piping systems. The testing of these floor grouted baseplates is complete and a summary of the results is provided as Attachment E to this Report.
Results from testing anchors in wall, ceiling, and floor I
mounted (not grouted) baseplates for small bore piping indi-cated a failure rate of 2.2 percent (4 failures in 179 anchors tested).
A summary of these test results is provided as Attachment D to this Report.
The small. bore anchor sample testing for wall, ceiling and floor mounted (non-grouted) plates was performed similar to the large bore plates, as previously described.
Floor grouted ancaors were tested in accessible areas as described for large bore anchors.
i Based on a total population of 2,627 anchors, a minimum of 125 anchors'had to be tested to obtain a sufficient sample size.
The. test results recorded' above are -interpreted to. conclude with a 95 per cent confidence level that not more than 5 per cent - of ' the ~ total anchors are defective.
This sampling
- analysis yields essentially the same results as those obtained for.the large bore anchors.
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17.0 IE Bulletin 79-02:
Determine the extent that expansion anchor bolts were used in concrete block (masonry) walls to attach piping supports in Seismic Category I systems (or safety related systems as defined by-Revision 1 of IE Bulletin No. 79-02.)
If expansion anchor bolts were used in concrete block walls:
a.
Provide a list of the systems involved, with the number of supports, type of anchor bolt, line size, and whether these supports are accessible during normal plant operation.
b.
Describe in detail any design consideration used to account for this type of installation.
c.
Provide a detailed evaluation of the capability of the supports, including the anchor bolts, and block wail to meet the design loads.
The evaluation must describe how the allowable loads on anchor bolts in concrete block walls were determined and also what analytical method was used to determine the integrity of the block walls under the imposed loads.
Also describe the acceptance criteria, including the numerical values, used to perform this evaluation.
Review the defi-ciencies identified in the Information Notice on the pipe supports and walls at Trojan to determine if a similar situation exists at your facility with regard to supports using anchor bolts in concrete block walls, d.
Describe the results of testing of anchor bolts in concrete block walls and your plans and schedule for any further accion.
17.1 c
Responses A field inspection of all the block walls in Beaver Valley, Unit 1 has shown that the following supports were located entirely on block walls.
Size-System-Line No.
Hanger 3-CH-7 H-63 4-CH-80 H-49 i'
4-SI-75 H-67 4-SI-75 H-68 6-WR-55 H-139 6-WR-43 H-140 6-WR-181 H-89 6-WR-182 H-82 3-WR-57 H-157 3-WR-57 H-160A CH = Charging and Volume Control System SI = Safety Injection System WR = River Water System The following supports were on block walls in part.
The rest of the support was was on reinforced concrete.
Size-System-Line No.~
Hanger 8-SI-2 H-14 6-WR-43 H-91
.6-WR-55 H-84 t
6-WR-55 H-73 6-WR-55 H-86 24-WR-20 H-61
17.2 Hangers H-61, H-31 and H-84 were reanalyzed and it was determined that the concrete anchors for these supports which are in reinforced concrete are capable of with-standing the total support loads.
No modification was
-required for these supports.
It was decided to attempt to remove the support loads from the block walls for the remainder of the supports listed above.
Preliminary field inspection indicated that this was feasible for all the supports listed above with the exception of supports H-49 and H-160A.
Both of these supports are in the Auxiliary Building and are attached to block walls which are part of the blender cubicle. These supports have been modified by through bolting to the block wall.
The block walls on which these two supports are mounted are identical walls of double wythe solid block construction two (2) feet thick spanning horizontally 7'-6" between two reinforced concrete walls and 11' floor to ceiling.
The drawings for the block walls show them to be free standing floor to ceiling and is positively connected to the side concrete walls using dovetail anchors 12 ga., 3/4 inch x 5 1/2 inch corrugated at 8 inches vertical spacing.
Block wall reinforcement is shown to be Dur-O-Wall Extra Heavy Truss joint reinforcement in each course of each wythe, and
"::" bars connecting the wythes at 16 inches vertical and 24 inches horizontal spacing.
The block walls were analyzed as one-way spans along their short dimension (horizontal).
Simple support conditions were assumed. The effective width of wall engaged by each support was taken to be equal to the sum of the base plate -
width and the wall thickness of 2'-0.
Stress analysis was based on working' stress levels for the uncracked section.
i
17.3 The following loads were considered:
a.
. Seismic inertial response, determined from current Beaver Valley Unit No.1 Soil-Structure interaction and Amplified Response Spectrar the wall fundamental peri-od was determined for the boundary conditions described above. The mass was increased by 10 percent to account for the attached piping and supports.
b.
Assumed 50 psf surface normal load to account for mis-cellaneous electrical and instrumentation lines, and small-bore lines, c.
Pipe support reactions for the large-bore lines based on the loads of record.
Allowable tension and shear stresses were those given in UBC for unreinforced masonry walls with special inspection (i.e.,12 psi tension across a bed joint and 24 psi in the direction of running bond).
18.0 IE Bulletin 79-02:
Determine the extent that pipe supports with expansion anchor bolts used structural steel shapes instead of base plates. The systems and lines reviewed must be consistent with the criteria of IE Bulletin 79-02, Revision 1.
If expansion anchor bolts were used as described above, verify that the anchor bolt and structural steel shapes in these supports were included in the actions performed for the Bulletin.
If these supports cannot be verified to have been included in the Bulletin actions:
a.
Provide a list of the systems involved, with the number of supports, type of anchor bolt, line size, and whether the supports are accessible during normal plant operation, b.
Provide a detailed evlaus tion of the adequacy of the anchor bolt design and isntallation.
The evaluation should address the assumed distribution of leads on the anchor bolts.
The evaluation can be based en the results of previous anchor bolt testing and/or analysis which sub-stantiates operability of the affected system.
c.
Describe your plans and schedule for any further action necessary to assure the affected systems meet Technical Specifications operability requirements in the event of an SSE.
Response
Structural steel shapes used in lieu of base plates were included in the testing and analytical work performed for this Bulletin.
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DUQUE3NE LIGHT COMPANY Seaver Valley Power Station - Unit No.
1 Procedure No.
11959/20148-P1 OFE No.
12929 Revision No.
6 Purchase Requisiti0n No.
DCP No.
Purchase Order No.
Procedure for 2nspection of Pipe Suppor:
Baseplates That Use Concrete Expansion Anchor-Bolts in Seismic Category : Systens n.:.:.... n- ;.
3truct. 1 MeOh.
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.o ij Dated June 4, 1979 Rev. 1 June 7, 1979 Rev. 2 June 20, 1979 Fev. 3 June 30, 1979 Rev. 4 September 26, 1979 Rev. 5 Ncvember 5, 1979 Rev. 6 January 17, 1980 Rev.,
vune 40,
- su 3.-,
it
Page 1 of 3 PROCEDURE FOR INSPECTION OF PIPE SUPPORT BASEPLATJE THAT USE CONCRETE EXPANSION ANCHOR 3")LTS IN SE!SMIC CATEGORY I SYSTEMS I.
PURPOSE This procedure establishes guidelines for the inspection of pipe support baseplates that use concre e expansion anchor bolts in seismic Category I systems as outlined in IE Sulletin 79-02 dated March 8,1979, U. 3. Nuclear Regulatory Commission Of fice of Inspec-tien and Enforcement.
II.
CONTENTS A.
BV1, 7902-01 P:ccedure for Field :nspection of Drawing cf Record Verification 3.
2T1, 7 9 : ~. - 2 2 Prc:sdur: fc: Fis;d :nspe:tien of Shell ?fpe Concrete Expansion An: hors C.
371, 7902-03 Frocedure for Field :nspection of OrilledIn Expansion (Externally rhreaded Wedge Type)
D.
371, 7902-05 Procedure for Baseplate Work Authori:ation E.
371, 7 90 ~ -0 6 Procedure for Generating and Dispositioning the Action Item Reports (AIR)
F.
BV1, 7902-07 Procedure for Tension Testing of Anchors In Floors and Walls Mounted with Baseplates and Grout G.
BV1, 7902-08 Field Inspection Program
!!I.
INSPECTION The inspection shall be performed to verify that the as-built condition of the pipe support baseplates that use concrete expansion anchor bolts in seismic Category I systems are consistent with the drawings of record and that the concrete expansion anchor bolts are installed properly to achieve bolt integrity.
The inspections and measurements shall be performed by personnel trained in the use of devices necessary to determine the properties required in the above attachments.
o
Page 2 of-3
~~
The information compiled shall'be completed and uniform for further E
analysis. -The information compiled shall consist of verification, dimensioning, certification, and review, as required by the above attachments.
IV.
DOCU'4E dATION The data - shall be ecepiled by the Stone & Webster Engineering
-Corporation SEO representative 'or Duquesne Light Company repre-sentative and shall be forwarded to Stone & Webster Engineering Corporation, Beaver Valley Unit No. 1 Task Force Force Project Engineer (~PE), Boston Office, for evaluation.
One copy ef.all records shall be :aintained at the site by CLC.
One copy of all l,
records shall be forwarded to DLO-5:ructural Engineering Department le for use.
The basic documentation shall consist of drawings of record and documentation / data shests.
Each line package orginates from BV-1 11700 line designation table. Each piping line is designated into
_ portions that are between penetrations, anchors, motor-operated valves, ranifolds, class change, or piping size change.
All inspections shall be performed and certified by the inspector as to the verifica: ion, dinensioning, and :es ing, as required by the above at:37Pv.en:S.
When all' items have been p%: forced and certified, tFe line package, including documentation, shall te reviewed and signed by the reviewer affi: ming tha: all items have bee verified, dimensioned, certified, and tested before the pac < ages. are ::ansmitted to the
..p :.
V.
WORK-AUTHCR::ATION
~
No work shall:be started until 3aseplate Work Authori:ation Sheet has1been signed by all parties in accordance with Procedure BV1, 7902-05. Work under. Procedu:e 3v1,1 7 90 2-01 does not require issuance of the Baseplate i*ork Authori:stion Sheet.
VI.
ANCHOR FAIL'*RES i
i I
Baseplates that have f ailed bolts as found by testing per BV1, 7902-
'031 and n 7902-07 shall have the failed bolts reported by Stone &
Webster SEO to Stone & Webster Boston when all testing has been completed on the pipe support.
. !D VII.
GROUT RE'40 VAL Baseplates that'have a significant arount of grout removed, based on the_ judgemen_t of the Stone.& Webster-SEO engineer, shall be reported i
to Stone & Webster - Boston.
' Work on this baseplate should not cont'inue untillclearance is obtained f:0= SVPS-1.
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Page 3 of 3' g.--
"Significant amount of grout removed" means the removal of grout necessary to test tha anchors renders the support no longer capable of performing its desian function or requires the installation of a temporary support in order to support the pipe dead load.
VIII. RADIATION ACCESSIBILITY b
Baseplates locited in high radiation areas Q100 G/HR) shall not be tested..
These baseplates shall be labeled " inaccessible due to radiation" and shall have a radcon report signed by a radcon I
supervisor, indicating that baseplates can not be. tested due to above :cnditions, added to the line package.
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BV1, 7902-01 Page 1 of 5 PROCEDURE FOR FIELD INSPECTION OF DRAMING OF RECORD (7902-01)
I.
PURPOSE This procedure covers the inspection and documentation required to verify the as-bailt ccndition of the pipe support base plates that use cencrete expansion anchor bolts is consistent aith tne d: swing of record.
II.
A"'*ACHMENTS A.
Form No. 12690.83A 3.
Form No. 1269C.233
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The inspection and documentation record shall be perfc::ed to establish that the as-built condition of the pipe support baseplates that use concrete expansion anchor bolts in seismic Category I systems is consistent with the drawing of record and that the information compiled is complete and uniform for further analysis. The information ec= piled
!3 shall consist of.erification, dimensioning, and certification, as required bv attachedrForm 12690.35A.
(
The inspection shall include baseplates, anchor bolts, pipe supports, and attachments to and interferences with the baseplates. Any deviation from the drawing of record shall be recorded on the draw;ng of record, and where additional as-built sketches are required, Form 12690.883 shall be used. The type of anchor i.e., bolts (3), threaded rod and nut
(?), or wedge type (W) shall be lirted on the as-built sketch.
Tolerances for dimensions of plate si:es, bolt location and location dimensions shall_be censidered acceptable to within 1/16 in.
Tolerances for orientation of support to baseplate shall be considered acceptable if within 2 3 deg. The angular measurement shall be obtained by placing or siting along the instrument and measuring the angle of the support with respect to the baseplate. Measurements shall be taken in two directions which are prependicular to each other.
Measurements shall be recceded on the as-built sketch.
IV.
SUPPORT CLEARANCES
. Af ter the final installation torques have been performed in accordance with SV-1, 7902-02; 371, 7902-03; and SV1, 7902-07, the clearances on l4 the support a3 required by as-built sketch shall be verified.
If the clearances are not in compliance, record and forward to Engineers for i
i I__
L
m.
Page 2 of 5
_ action by an AIR in accordance with procedure BV1, 7902-06.
V.
BASEPLATE ORIENTATION
~
Prior to torque test,.the-outline
.,f the plate shall be-determined by placing tape on wall c: ceiling along two (2) perpendicular sides of the baseplate.
If final installation' orientation does not comply with original orientation, record and forward to Engineers for action by an AIR in accordance with procedure BV1, 7902-06.
VI.
DRAh*INGS OF' RECORD The as-builtd. cenditions shown on the sketches or resulting DCP's issued.by DLC as required by baseplate ecdification shall be revised by the TPE. The normal documentation distribution for drawings will be followed.
VII.
SUPPORT *.OCATION The supp rt location shall be mes.
ad recorded in two directions en the baseplate. The ressurece. shi-
.e perpendicular to each other and shall be recorded on the as-built sketch regardless of whether or no-the as-built sketch shows this dimension.
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Gus7ets and'other attachments to the baseplate and/or support shall be measured and. recorded in sufficient detail to provide a complete description. These measuJements shall be recorded on the as-built sketch.
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Baseplates. located in high radiation areas (h100 MR/F.R) and/or physi-
~
cally inaccessible for " hands on" work shall have a visual comparison
. performed and recorded. The visual comparison shall be to the greatest detail possible with items not compared labelled (U0) on the drawing of record.
Sher.
vy FIELD INSPECTION PROCEDURE FOR CAT I PIPE SUPPORTS WITH CONCRETE EXPANSION ANCHOR BOLTS
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PROCEDURE FCR FIELD INSPECTICN OF (SHELL)
CONCRETE EXPANSICN ANCHORS (7902-02) v.
- ,,e..e n. -.:.
...D This procedure covers the inspection and documentation required to verify the inte9ritv. of shell tv.ae concrete anchor installa-e tions which have no grout between the baseplate and the =xisting 00ncrete.
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Pic.e Suc. cort Evaluation
' Samo.,le Pipe Suc.c.or t Evaluation 3.
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Ficw Char -Torque Tes: and Rework I.
Flow Char:-Anchor Renoval and Replacemen:
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Ivaluation Sheet (.ittachment A).
The required information for each support shall be re:Orded cy filling cu: a separate sheet.
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cperated torque wrench. Calibration interval shall not exceed two months and a calibration variation of 9 of full scale is acceptable, h~nen oversi:e holes are found or are generated during the testing and repair,a shear washer shall be installed as des-cribed in this testing procedure.
In the detailed instructions which fcilow, the paragraph numbers corraspond to the column headin~s in the table. In colurn number 2,
record the column number of any characteristic for each anchor in the suc.eort which f ails to compiv. with the require-ments for that characteristic.
Rework and replacement of an anchor shall be recorded in sequence on the lines below the original entry of an anchor en Attachment A.
The nature of the rewcrk shall be recorded in column l'and subsequen: measurenents shall be recorded on that line.
Re:Ord the infer:2: ion and do rework on one bolt at a time, and only one baseplate per hanger may be tested at a time.
BV1, 7902-02 Page.2 of.18 l.L Record the numerical identity of each anchor in the plate as "E
' illustrated ' on the1 sketch.
. Supports, which are missing bolts or which do not contain the proper number of anchors as indicated by the drawing of record, shall be indicated in
' column 8.
The latter information should be forwarded to the-
- Engineers for. action on an' AIR in accordance with' procedure BV1, 7902-06.
' Anchors ~ which ' are missing bolts shall be inspected in accordance with these instructions using a new threaded stud.
which meets i the thread engagement requirements of. these instructions.
2.
. Record each anchor size by reasuring the bolt head or the'
- bolt or threaded rod diameter. Anchors of a different size than indicated on the drawing of record shall be indicated in column 8.
This information should be forwarded to ' the Engineers for action ~on an AIR in accordance with BV1, 7902-06 3.
Record the = applicable installation torque in column 3 in accordance with the following table:
BOLT SI2E ( III. ) '
I!STALLATION TOROUE (FT-LB) l Red Head Self Drill Hilti-Drop In i 3/8 20 15 1/2 30 25 i
5/8-45 45 l
3/4 70 70 t
.7/8 95 l /e
- 4. ' [ Set the. torque wrench at the required maximum back-off torque given below when " breaking" the bolt or nut loose.
- Record as acceptable - (A) in column 4 if this torque is met
-or exceeded when." breaking" the bolt or nut loose. Note in-the Comment Section when those torques given below are not
.-adequate - to break loose the bolt or nut.
To ensure that the bolt is not sheared off in the shell, the back-off torques;should not exceed!the following values:
MAXIMUM BACK-OFF TORQUES (FT-LB)-
' Bolt Diameter Torque 3/8.
25 1/2-55 5/8 110
.3/4 195
.7/8 305 i
BV1, 7902-02 Page~2a of 18 5.
Remove one bolt or threaded rod at a time and visually observe the location of the'shell.
. NOTE: When a threaded rod and nut installation is encount-ered, it shall be verified that it is not a wedge type anchor. If it: is determined to be a wedge -type anchor, use BV1, 7902-03 for tests and documentation.'
A.
In column SA record the location of the shell as into concrete (I), flush with concrete. (F), or projecting out from concrete-(P).
E.
In column 53 reccrd the distance from the top of the baseplate to the top of the expander plug.
C.
In column SC reccrd the distance from the top of the baseplate to the top of the expander plug.
NCTE:
If the threadef red is bound in the plate and cannot be removed, attempt _to measure the distance from the top of the baseplate to _the top of the shell (53) with the rod in ' place.
If this is not possible, record only the visual caser.ati:n in column 50.
I
BV1, 7902-02 Page 3 of 18
- $~
D.
In column SD record whether the shell is touching (T) or not touching GC) the baseplate.
6.
Record the thread engagement length of each bolt whic.1 does not have a thread engagement equal to or more than the diameter of the bolt plus 1/8 in.
Calculate the thread engagement by subtracting from the length of the
- bolt, the sum of the distance recorded in 53, and the washer / shim thickness.
The length of the bcit is the distance from the underside of the head to the end of the' bolt.
A bolt not having the minimum thread engagement shall be replaced with a bolt or threaded rod and nut of adequate length prior to torque testing.
Bolts replaced in this manner should be noted in
" Comment" seccion of Artschment A.
7.
Torque testing and rework (see Flow Chart Attachment D) 7.A. Shell initially touching baseplate (T in column SD
- Attachment A) 7.A.1 Attempt to move the shell away from the baseplate by inserting a bolt fully into the shell and striking with a
hammer.
1;ote "resech in column 1 on the next line down on Attachment A and record the measurements required in columns SA, SB, SC, SD, and 6.
If the shell is moved away from the baseplate DC in column SD),
proceed in accordance with the instructions given in paragraph 7.B.
If the shell remains against the baseplate (T in column SD), record " drill" in column 1 of the next line down on Attachment A, and proceed in accordance with the instructions given in paragraph 7.A.2.
7.A.2 Taking care not to damage the shell, drill the baseplate oversir.ed in accordance with the following table:
)
i
SV1, 7902-02 Page 4 of 15 Anchor Si e Baseplate Hole Size 1/2 7/8 E
5/8 1 1/16 3/4 1 3/16 7/8 1 1/4 7.A.3 Install new threaded rod, shear washer and nut.
The shear washer shall be at least as thick as the baseplate, and shall have an outside diameter or side length of at least three bolt diameters.
The threaded rod shall be of sufficient length to obtain minimum thread engagement in the shell.
Do not weld the shear washer to the baseplate at this time.
7.A.4 Torque the threaded rod to the minimu.
installation torque requirements (colu=n 3).
If the required torque is not obtained, record as reject (R) in column 7, note
" replace" in column 1 on the next line down on Attachment A, and proceed with the replacement of the shell in accordance with paragraph 9.
If the required torque is obtained, record as accept (A) in column 7, remove the threaded rod and shear washer, and verify the position of the shell in accordance with paragraph 7.A.5.
7.A.5 If the shell projects from the normal concrete surface by more than 3/16 in then record as reject (R) in colu=n 7, note
" replace
- in column 1 on the next line down of Attachment A, and proceed with the replacement of the shell in accordance with paragraph 9.
I If the shell projects from the normal concrete surface by 3/16 in or less, record as accept (A) in colu=n 7 and proceed with the installation of the shear washer in accordance with paragraph 9.C, and reinstall the threaded rod to the required installation torque.
Inspection and test of the anchor are completed.
7.3.
Shell not touching baseplate after being reset (paragraph 7. A.1)
BV1, 7902-02 Page 5 of 18 7.B.1 Install threaded rod or bolt to the installation torque requirements (column 3).
If the required torque is not obtained, record as reject @) in column 7 and replace -
the anchors as described in paragraph 9.
Note " replace" in column 1 on the next line down on Attachment A.
If the required torque is obtained, record as acceptable (A) in column 7, remove
-a e bolt or threaded
- rod, and verify the position of the shell as described in paragraph 7.3.2.
7.3.2 If the shell is not toucning the baseplate, record as acceptanle
( 1.)
in column 7 and reinstall the bolt or threaded rod to the required minimum installation torque.
Inspection and test of anchor are completed.
Id the shell is t r:ching the bseeplate, record as re3ect (R) in column 7 anc proceed with the replacenent of One anchor as described in paragraph 9.
Note " replace in a
column 1 on the next line down on Attachment A.
7.C. Shell initially not touching baseplate
(!C in column 53 - Attachment A) 7.C.1 Reinstall the bolt or threaded rod and torque to the installation torque requirements (column 3).
If the required torque is not obtained, record as reject (R) in column 7.
Remove the bolt or threaded rod and attempt to reset the anchor as described in paragraph 7.C.3.
Note
" reset" in column 1 on next line down on Attachment A.
If the required torque is obtained, record as acceptable (A) in column 7, remove the bolt or threaded
- rod, and verify the position of the shell as described in paragraph 7.C.2.
7.C.2 If 'the shell is still not.
touching tne baseplate, record as acceptable (A) in column 7, and reinstall the bolt or threaded rod to the required installation torque
BV1, 7902-02 Page 6 of 18
[
(column 3).
Inspection and test of anchor are completed.
If the shell has moved and is touching the baseplate, record as reject (R) in column 7, and attempt to reset the anchor as described in paragraph 7.C.3.
Note
" reset" in column 1 on next line down on Attachment A.
7.C.3 Attempt to reset the shell by inserting a bolt fully into tne shell and striking with a
ha==er.
Record measurements required in columns SA, SB, SC, SD, s.nd 6
of Attachment A.
7.C.c Reinc:all tha belt or threaded rod and torque to installation torque requirements (column 3).
If the required torque is not obtained, record as reject (2) in eclumn 7 and replace the anchor es darcribed in paracraph 9.
None "replacea in column 1 on next line down on Attachment A.
If the required torque is obtained, record as acceptable (A) in column 7, remove the bolt or threaded
- rod, and verify the position of the shell as described in paragraph 7.C.S.
1 7.C.5 If the shell is not touching the baseplate, record as acceptable (A) in column 7, and reinstall the bolt or threaded rod to the required installation torque.
Inspection and test of anchor are completed.
If the shell is.touching the baseplate, record as reject (R) in column 7 and replace the anchor as described in paragraph 9.
Note " replace" in column 1 on next line down on Attachment A.
8.
Record the column number of any characteristic for each anchor in the support which f ails to comply with the requirements of that characteristic.
Failure to comply with the require =ents of a characteristic will require rework and/or replacement of the anchor in accordance with these procedures or issuance of an Action Item Request (AIE) for special problems.
f BV1, 7902-02 Page of 18
- 9. Anchor Removal and Replacement (See Flow Chart - Attachment E) 9.A Anchor Removal 9.A.1 If required, enlarge the hole in the baseplate by drilling the baseplate in accordance with the table shown in paragraph
.A.2.
9.A.2 Renove the shell by using the shell extractor tool and met.1ocs,c r use c f the extractor as,escricea i
in Attachment C to this precedure.
a 2.,-
- 0.. :
- .. n c
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- a.. 2...,c ne uimension cn.arge the existing concrete nole to t.
g
- 3 a..S..3 snewn :n :ne :cilowinc tae,e usinc a star dril3 or 3
3 na,w;2...uc 2,
3 w.22
-a NOTE:
It is important tha: the concrete hele size be the same diameter as the shell.
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- The 7/S in shell may have the teeth ground off and the top of the shell cut off (1/16 ini maintaining the minimum t engagement and the 3 1/.2 in. depth or :ne nole u,hread.
1...c anu, a new y
.epth..iay be increasec to a.
/d in sel:.-crilling ancher instal,tec.
/
t
. shall be a 1 1/.a x 9 in. Hilti Kwik-
- The replacement belt instal,ec. in accercance wita the requirements of the proceuure M.1, a
.c.0.,-00.
9.3.2 The ne.xt larger size flush type self-d rilling anchor s n a,.1 0 - usea as replacement ancnors as noted in :ne table above.
The nIew anchor shall be set by inserting a
BV1, 7902-02 i
Page 8 of 18 double' nutted threaded rod fully into the anchor and striking with a hammer.
9.B.3 After setting the anchor, remove the double nutted threaded
- rod, and record the measurements required by columns 1 through 6 on the applicable line of Attachment A.
The required installation torque in column 3 shall be as shown on the following table:
New Anchor Diameter Installation Torque tin) fit-lb) 5/8 40 3/4 55 7/a 35 9.3.4 Install a
new threaded rod having the required minimu a thread engagement and a
c'..elr washer wh CO is at leis t th6 C.".ickne 5 3 of the baseplate and has an cutsif.s diameter o f m 1ar. :~. -: : v-
- 1 t zir n:=s.
9.E. 5 Torqua the threadad red to the mini.tum installation requirements (colurn 3).
If the required torque is not chtained, record as reject (R) in column 7 and initiate an AIR f or action by the Engineers.
If the required torque is obtained, record as acceptable (A) in column 7, remove the threaded rod and shear washer, and verify the position of the shell in accordance with paragraph 9.B.6.
9.3.6 It the shell projects from the normal concrete surface by more than 3'16 in, then ;G record as reject (R) in column 7 and initiate an AIR for action by the Engineers.
If the shell projects from the normal concrete surf ace by 3/16 in or less, record f,
~
as accept (A) in column 7 and proceed with the installation of the shear washer in accordance with paragraph 9.C.
9.C Shear Washer Installation 9.C.1 The shear washer is to be welded with a 1/4 in fillet weld in accordance with OLC
- Erl, 902-02 1
Page 9 of 18 Specification 3003 and Schneider, Inc.
General Welding Procedure K-100.
The weld shall be made all around the washer or where accessability permits.
9.C.2 Note completed installation of shear washer in Comments section of Attachment A and record position of shear washer and location and length of weld on sketch of baseplate on Attachment A.
- 10. The following shi= ming method to verify anchor installation shall be used only as directed by the Engineers:
10.A'Ferove all piping load on plate and provide adequate supports for these loads.
The te=porary supports shall be in accordance with Stone &
retzter chetcPsc, cr as modified in situ by 2:cne 0 Webster.
10.3 Loosen al_ nuts or bolt heads on the plate, one at a time, a.a.:2 um of 1/16 in from plate.
Cbserve any movement of the support as each bolt is loosened.
If plate has moved, inspect support to determine if pipe is still loading support.
If this is the
- case, adjust er revise temporary supports to pick-up pipe loads.
Loosen bolts further by turning each bolt one full turn, cne an a
- time, in the same sequence as above until it is determined that the pipe is not longer loading support and temocrary support is adequate.
10.C Insert-four 1/4 in minimum steel shim plates no smaller than eight square in per shim in between the baseplate and the face of the concrete.
10.D Tighten all nuts or bolt heads adequately so that the baseplate is snug against the shims.
10.E Prior to torquing to the installation torque requirements and removing one bolt at a
time (allowing no more than one bolt out of a plate at any time),
measure 'the distance frca the top surface of the baseplate to the top of the shell and record in column 53.
Measure the distance from the top of the baseplate to the ancncr plug and record in column SC.
The baseplate shall ce snug at this time.
\\
i BYI, 7902-02 Page 10 of 18 After torquing to the installation requirements (see paragraph 10.F) and with the plate
- torqued, remove one bolt at a time and remeasure the distance from the top of the baseplate to the top of the shell.
If the shell distance is equal to or less than that recorded in column 5B by 3/16 in or
- less, then j/z record as acceptable (A) in column SD.
If the shell distance is less than that recorded in column 53 ry more than 3.'16 in, then record as reject (R) in column 50 and proceed with resetting and/or replacement to the same criteria as for a shell touching the back of the plate described in paragraph 5.
10.F Bolts shall ce tightened to the installation torque values using a diagenal sequence.
The bolts for shim torque test do not have to be original bolts.
One bolts shall t+ of ?
prey ;r len; h to
- curo mininum thread engagement and to prevent bottoming of thraids.
10.G lt the shellsfSolts are acceptable the shias shall be
- removed, baseplates reinstalled, and bolts torqued to final installation torque requirements.
The final installaticn torque after shimming sna.ll be accomplished in increments as shown in the tahle below:
Initial Torque Increments S1:e f f t-lb)
(f t-lb) 3/8 10 15-20 1/2 10 15-20-25-30 5/8 10 20-30-45 3/4 30 40-50-60-70 7/8 30 40-50-60-70-80-95 The final installation torque shall be performed twice to assure that all bolts are set at the final installation torque requirements.
When_ torqued
- properly, record acceptable (A) in column 4 If torque is not obtainable, record reject (R) in column u.
The bolts shall be the original bolts providing minimum thread engagement.
10.H If the shells bolts are rejected, the corrective action shall follow the resetting and/or replacement to the same criteria ac-for a shell
Page 71 of 18 touching the back of the plate as described in paragraph 5.
10.I Re:nove the temporary supports.
Attachm:nt A Page 12 of 18 l-PIPE SUPPORT EVALU ATION ev-1,7902-02
.....,.f. / -
ISO No LINE No PLATE Nc.
'NSpEcricN OA E IN? pECTION 310-1ATU:.E
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Att: chm:nt B (Sh. 1/2)
Paga 13 of 18
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PIPE ' SUPPORT EVALU ATION Ev-: Mca-c2 ISO No L:NCNo N r.T E.N s tNSPE' TION Ot.T E 2
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B\\* 1, 7902-02 Att,c%.,t c Fago 15 of 18
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SHELL ' !j LEGEND p._ _-
- 1. COIAPRESSION PL ATE g-
- 2. CROSS TREE gf/
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3 JACKING SOLTS
- 4. TENSICN BOLT R_,H_,,,-
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SHELL EXTRACTOR
Attachment C Sh. 2/2 BV1, 7902-02 c.-
Page 16 of 18 EXTRACTION MET}iOD 1.
The extra ctor tool is installed by laying the compression plate against the concrete.
If the baseplate cannot be
- removed, then the baseplate will act as the conpression plate.
2.
Insert the tension bolt through the cross tree and screw the tension bolt into the shell until bottoming.
The tension bolt shall be hand tight, unless thread resistance requires a light application of a wrenen.
3.
Install the jacking bolts, hand tight, and insert the drill rod through the tension bolt.
4 Tne ex:raction s accomplished by turniag the jacking bolts approximately cne turn then hitting tka A
-od with a
hammer.
This is continued until the shell has seen extracted.
Fr.go 17 of 18. ?;-
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i TORQUE TES~iNG A N"' o.EWOM C 3 HELL ANCHO,S EVI 302-02
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FLOW CHART l
ANCHOR REMOVAL & REPLACEMENT r-8 VI-7 9 02- 0 2 I
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J.O.No. 12690.88 BV1, 7902-03 Page 1 of 4 PROCEDURE FOR FIELD INSPECTION OF DRILLED-IN EXPANSION TYPE (FlTERNALLY THREADED WEDGE)
CONCRETE ANCHORS 7902-03 I.
PURPOST l
This procedure covers the inspection and docamentation required to verify the integrity of drilled-in expansion type (externally threaded wedge) concrete anchor installation which have no grout between the baseplate and !'
the existing concrete.
II.
ATTACHMENTS A.
Pipe Support Evaluation
~
3.
Sample Pipe Support Evaluation C.
Ultrasonic Osternination of Installed Anchor Eolt Lengths 1
III. INSPECTION AND DOCUMENTATIO:: RECORD The following inspections and measurements shall be performed by personnel trained in the use of the devices necessary to determine the properties shown in t're attached table (Attachment A).
The required information for each support shall be recorded by filling out a separate sheet.
In the detailed-instructions which follow, the paragraph numbers correspond to the column heading in the table.
In column nunber 8, record the column number of any characteristic for each anchor in the support which fails to comply with the requirements for that characteristic.
Rework shall be recorded on a separate sheet.
The columns which are applicable shall be filled in in accordance with i
I the following instructions.
The columns which are not applicable shall have'NA recorded.
1.
Record the numerical identity of each anchor in the support as illustrated on the sketch.
Supports which do not contain the ' proper number of anchors as indicated by design-drawing or have missing anchors shall be indicated in column 8.
i
Page 2 of 4 For anchors which are missing, a replacement anchor of correct size shall be obtained and installed after verifying by measurements the hole diameter and depth.
The notation "repl" shall then be added to column 1.
2.
Indicate the number of the anchor which does not have full thread engagement of the nut (nut at least flush with end of anchor).
Record as " Full" or " Partial," or indicate whether the nut is 9 missing,"
as applicable.
Anchors which do not meet the nut engagement requirement shall be indicated in column S.
For anchors wnich are missing
- nuts, a new nut shall be installed and torqued to the minimum requirements of paragraph 7 and noted as replaced (arepl").
If the nut is only partially engaged, then the amount of thread engagement shall be determined and listed in the " comment" Section of the Pipe Support Evaluation Sheet.
This information shall be forwarded to the Engineers by an AIR in accordance with Proc =""-e 271-7902-;6 for action with no further work being performed on the anchor with partial thread engagement, but the tests may be performed en the remainder of the anchors having proper thread engagement.
If a double nutted anchor with partial thread engagement 6
is found list as " top nut partial" (TNP) and measure thread engagement for the top nut, list in " Comment" Section of the Pipe Support Evaluation Sheet and proceed with test.
3.
Record the anchor size by measuring the diameter of the anchor.
Supports which contain anchors of less than required size shall be indicated in column 8 with this info = nation forwarded to the Engineers by an AIR in
- i accordance with procedure BV-1, 7902-06 for action.
4.
Record each anchor lencth after determination in accordance with a procedure similar to Attachment C, -
Ultrasonic Detemnination of Installed Anchor Bolt Lengths.
If the original installation Ultrasonic Dete=nination of installed anchor bolt lengths are traceable to the anchors being inspected, then the new UT test may be WAIVED and the previous UT test report i
attached to the Pipe Support Evaluation Sheet.
S.
Record the projection of each anchor beyond the face of the concrete.
This dimensions shall be calculated by adding the thickness of the attachment (baseplate), and grout to the measured projection of the anchor from the face of.the attachment (baseplate).
l
i Page 3 of 4 6.
Calculate and record the embedded depth of each anchor.
This dimension is item 4 minus item 5.
Anchors which have an embedded depth less than the following minimum embedments shall be indicated in colu=1 8 with the
-information. forwarded to the Engineers by an AIR in accordance with procedure BV-1, 7902-06 for action.
Anchor Site, In Minimum Embedment, In 3/8 1 5/8 1/2 2 1/4 5/8 2 3/4 3/4 3 1/4 7/8 4
1 4 1/2 7.
Reccrd the individual torque values for those anchors which meet S0 percent of the installation torque values herein.
The torque testing may be terminated when the torque value for that size anchor is met.
The anchor shall be considered acceptable if during the test (a) the anchor does not slip as would be evidenced by continuous
- =nin:
of the nut without appreciable increase in torque value or (b) the mini.um torque can be reached before the nut rotates one complete turn.
Torquing shall be accomplished using calibrated, manually-operated torque wrench (calibration interval not to exceed two months).
A calibration variation of +4 percent of full scale is permissable.
Before torquing, the exposed threads of the anchor shall be cleaned by hand wire brushing.
Where two nuts are encountered, the outer nut shall be removed while holding the inner nut with a wrench so that it is not disturbed while re=oving the outer nut.
The torque J
testing may proceed.
-When torque testing has been completed, the outer nut shall be reinstalled to 1/4 turn past the finger tight condition.
{
Anchor Site, In Installation Torcue, ft-lb 3/8 30 1/2 50 5/8 70 E
3/4 150 7/8 200 1
250 Anchors which do not meet the minimum torque values
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snall be indicated in column S.
Any. anchor which is
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- shown to be deficient in torque value shall be retorqued to the applicable installation torque values shown above
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and shall be indicated as being retorqued in column 8 with the notation "retq."
After reterquing the anchor is complete and the required torque is
~~
achieved, the' anchor projecticn shall be recorded again and reported to the Engineers, i
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i BV1, 7902-03 ATTACHMENT C Page 1 of 9 ULTRASONIC DETERMINATION OF INSTALLED ANCHOR BOLT LENGTHS 1.0 PURPOSE AND SCOPE 1.1 this document establishes the procedure f or ultrasonic determination of nominal length of installed anchor bolts and provides specific requirements for equipment, technique, documentation
- system, and test operator qualifications.
1.2 This procedure is applicable to bolts of all sizes.
2.0 REFERENCES
2.1 ASME Boiler and Pressure vessel
- Code,Section V, Nondestructive Testing.
2.2 Occupational Safety and Health Standards (OSHA)
Title 29 CFR 1910, Department of Labor 3.0 GE"IFAL 3.1 Definitions
3.1.1 Calibration
Comparison with and/or adjustment to meet the accuracy and precision of a
standard or calculated quantitative values or qualitative conditions which have a
known degree of credibility and reliability.
3.1.2 Certification
Objective evidence of qualification.
3.1.3 Contractor
Any organization or individual supplying components, materials or services to Stone &
Webster Engineering Corporation either directly or indirectly through a third party.
3.1.4 Nondestructive Testina:
A means of examination whereby a
quantitative r.:
qualitative assessment or mechanisms or :aaterial nature or characteristics is performed by methods which impart no immediate or latent deleterious effects.
Page 2 of 9
3.1.5 OA-nDT
Stone S Webster Engineering Corporation Nondestructive Test Group, Quality Assurance Department, Boston.
3.1.6 Oualification
Capability as indicated by comparison to an established or defined standard of performance.
3.1.7 Test Ecuiement:
The apparatus, instrumentation and materials that are used to generate test data and the performance of which, when used in testing, can influence the credibility of test results.
3.1.8 Test Method:
A testing discipline as defined by the physical energy or principal e= ployed.
3.1.9 Test Personnel:
Those persons whose involvement in the operation and/or administration of a
test can influence the credibility of the test result.
3.1.10 Test Procedure:
A presentation of requirements set forth in sufficient detail to guide and control a testing operation.
3.1.11 Test Standards:
Material samples or devices which provide a source of known and reliable information.
3.1.12 Test Technicue:
The specific manner, including materials and ecuipment used, in which a
test ia performed.
3.1.13 Test validation:
The process of providing the objective truth that a
test procedure will provide the required information and is feasible of application 3.2 Resoonsibility The Quality Assurance Department is responsible for the implementation and maintenance of this procedure.
3.3 Safety The test instrumentation utilized in accordance with this procedure is powered by self-contained batteries and thus presents no electric shock hazard during normal operation.
Under no circumstances should operation be attempted with any part of the protective casing removed; as high vc.tages do exist in the
Page 3 of 9 internal wiring of the instrument.
During periods of battery charging, the three-wire power cord of the charger shall be connected only to a
three-wire receptacle which has been properly grounded in accordance with the requirements of Reference 2.2 3.4 Personnel Personnel who perform ultrasonic measuring shall be qualified and certified in accordance with Stone &
Webster Engineering Corporation Procedure QC-14.4, NDT PERSONNEL QUALIFICATION, CERTIFICATION A:;D T?J.INING.
All inte rpretation and/'-
evaluation of instrument presentation shall be co
.eted by personnel who are qualified and certified to Level II or Level III.
3.5 Ecuierent
3.5.1 Instrumentation
- SCOPE, Model PTS Mark I or equivalent.
3.5.2 Transducer
1 to 5 MHZ, 3/8 in to 1 in straight beam
3.5.3 Couplant
P/u 101, Supplied by SCnic Instruments, Lr.corporated 3.5.4 Reference Standards:
a.
Carbon Steel Reference Block C/S 1
or equivalent b.
Stainless Steel Reference Block S/S 1 on equivalent 3.6 Technicue of Measurement Surface Condition
- Surf aces shall be smooth, free of dirt, grease, loose scale, weld spetter and embedded sand.
4.0 PROCEDURE 4.1 Test Calibration The instrument shall be set up for determinations using an expanded range as follows:
4.1.1 Allow at least 2 min for warm up time after turning on the instrument.
Page 4 of 9 4.1.2 Set frequency selector on B
and apply the transducer to the 2 in dimension on the appropriate stainless or carbon steel reference standard, using a small amount of couplant (see Figure 1, Attachment 5.1).
4.1.3 Identify the initial pulse and set the DELAY control such that it corresponds approximately with the zero mark on the instrument gradicule (scope screen).
4.1.4 Adjust the MATERIAL CALIBRATION and DEL'sY controls such that the horizontal range of the screen is calibrated from
=ero to a range appropriate to the expected length of the bolt to be measured.
4.2
'4easurins Procedure 4.2.1 A rinimum of 2 7.in shall be allowed for warm up of the instrument after it in switched on.
4.2.2 Prior to inspection, accuracy of measurement shall be verified utili=ing a bolt or bolts of comparable size and material as the bolt or boles to be tested.
4.2.3 Using a
sufficient amount of couplant, apply the transducer to the end of the bolt to be meausred and read the indicated length.
4.2.4 The following data shall be reorded on the Ultrasonic Examination Report, Form 5040.50.
a.
Appropriate test data as indicated on the form b.
Bolt identification c.
Measured length d.
Specified length of the bolt (for comparison with c.)
i 4.3 Post cleanine The surface shall be wiped clean of couplant following examination.
f
Page 5 of 9 4.4 Documentation All records of test furnish evidence of activities which affect quality.
The records shall be considered as contract related material and must be maintained at the locations and for the period of time which is required by the contract.
4.5 Accectance Criterion The acceptable minimum nominal bolt length shall be as designated in the applicable specification.
5.0 A'I' RACE 4ENTS 5.1 Figure 1, REFERENCE STANDARDS 5.2 Ultransonic Exa:aination Report, Form 5040.50 5.3 "itrasonic Examinatien - Procedure Validation O
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J.0. No. 12690.88 BV1, 7902-05 Page 1 of 1 PROCEDURE FOR BASEPLATE WORK AUTHORI2ATION I.
PURPOSE This procedure covers the authori:ation for he per-formance of work per the BV1, 7902-02, SV1, l902-03 and 3V1 7902-04 nrocedures.
No authori:ation is re-quiref for the performance of work per the BV1 7902-1
. procedure since this is a visual and dimensional check only.
II.
A*TA T T;TS 3aseplate Work Authorization 3V1, 7902-05, Rev.
1.
III.
DOCR T TATION RECORD The baseplate work authorization shall be reviewed by SWEC for assurance that the line package and hanger number addressed by the 'uthorization has sufficient documentation for the performance of work.
The DLC-Operations Shift Supervisor shall review the line package and hanger
- number, which has r
authorization requested for the performance of work, and assure that the line is shut down or is in such a
condition that the work may be performed.
This review shall censider that rework of the hanger may be necessary, thus the hanger =ay not be returned to the original and/or modified condition at the end of the shift.
QC shall review the line package and hanger number for assurance that the documentation is sufficient for the performance of work.
DLC-Construction and Schneider Construction shall review and verify that the work shall be performed for the proper procedures.
This baseplate work authorization shall be signed by all parties and attached to the front of the line package prior to issuance to the field personnel.
Upon completion of the performance of work, it shall be the responsibility of DLC-Construction to notify the DLC. Operations - Shift Supervisor that the work has been completed.. The completion of performance of work shall be only after the hanger han been returned to the original condition and/or the required modification has been completed.
BV1, 7902-05 Rev. 1 2
3ASEPLATE WORK AUTHORIZATION LINE NO.
HANGER NO.
ISO NO.
APPLICABLE PROCEDURES TEMPORARY SUPPORT SKETCH P2 QUI?ID BV-1, 7902-02 YES BV-1, 7902-03 3V-1, 7902-04 NO STONE & WEESTER ENGINEIRING CORPORATION -
DESIGN DUQUESNE LIGFT COMPANY OPERATIONS - SHIFT SUPIRVISOR Signature Date QUALI~"I CONTROL Signature Date DC^fUESNE LIGHT COMPANY - CONSTRUCTION Signature Date SCHNEIDER, INCOPSORATED - CONSTRUCTION Signature Date ADDITIONAL REQUIREMENTS i
d tr BVl-7902-06 Page 1 of 5 PROCEDURI. FOR DISPOSITIONING THE ACTION ITEM REPORTS (AIR'S)
I.
P'.:RPOSE This procedure describes the methods used to initiate and disposition Action Item Reports-(AIR's).
This ' procedure is. applicable to AIR's initiated during the Beaver
" alley Power Station -' Unii No.1 firs; refueling outage.
'.....a,,
- :..aa A.
OEG On Site Ingineering Group (OIG) Internal Instructions for Interfacing 3.
OIG CEG Internal Ina:ruction f: Pr::essing Of Engineering "emoranda u..
- n....#_. e.,.
.e
~
A.
Action Item Repor: Form
.t
?.
Sample 2:n;1sted Ingin+ering :*e.0r anf =
C.
Sample Oc p'.etef Action I:sm Rep:r: Tar-s
........0.,-
_1
.3 A.
' An Action Item Report (AIR). is to be used to document an Engineering response to a request for information to continue the work ne:essary.for completion of the IE Bulletin 79-02 task.
,1.
All questions to S&W Engineering on the ??-CI task shall be documented on an AIR.
The AIR-form is shown on At:achment A.
2.
l AIR's shall be issued through the Schneider, Inc. document J controller who will assign a sequential - number to each-AIR, j
maintain' a log of the AIR's, and maintain a file en the AIR's.
.The sequential numburs should. be continuous throughout the 79-02 task.
A 3.
The response given on'an AIR by the S&W Engineer should be as complete and detailed. as possible in order to minimize the generation. cf 1 additional AIR's.
The S&W Engineer may use-additional sheets as necessary to provide the response.
Add-itional: sheets must be traceable to the AIR.
I
'4. ~ When:the encineerine re.sconse to an AIR recuires no disposition by : construction, the 1 S&WL-Engineering providing the response H~
' 'should include ' the words "No Disposition f Required" at the l
1 bottom::of the response section of the AIR.
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+
p.
9.
Page 2 of 5 r:
.e AIR's noted in 'this manner are completed at this' time and need not have the " Disposition Completed" section of the AIR form signed.
. AIR's. not' ~ so noted shal'1 be signed as indicated in the
" Disposition Completed" section of the AIR when the work is j
CC plete.
i
, 3.
When the response to an AIR (s) is completed and signed by the S&W e
Engineer,- ~ the AIR (s) should be attached to an Engineering Mem-orandu: issued by the BVPS Unit 2 Site Engineering Of fice, and sant
' to.the Duquesne Light Cc:pany Cnsite Ingineering -Group (CEG) for review of the AIR (s). A sample ec pleted Engineering !'.emorandum is shown on Attachment 3.
k
-1.
The DLC-CEG should review the response to the AIR (s), discuss any comments or c.uestions on the AIR (s) with the S&W Engineer I,
who preparad the respcnse a..d
.a'.e any changes,. hici. have been mutually agreed upon, to :ne AIA 3) response.
2.
Tne DLC-OZG reviewer anall note his review, sign and date the bc::o of the " Response" see:icn Of the A!R. A tanple ecspleted AIR is st.0wn on Attachment C.
i
'3.
The CLC-CEG reviewer should :::plete the response section of the Engineering ::e crandum and 3;e:ify :he districation. The tinimum distribution ^:r the Engineering Memoranda and the attached AIR ~(.-
.:hment 31 is:
i s.
S&W Site En91neering :. 'fice (SEO) - Original AIR (s)/E:4
- - b.
DLC. Structural Engineering Department (DLC-SID) - copy of-AIR ( s) /EM DLC ?- Construe:ica Depa:trent-::uclear (OLC-CDN) - co=.v. of c.
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AIR ( s) /E*4 L
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Attachment A Pu = tre 6 BV-1,7902-C'6 REPCRT No.
DATE ACTION ITEM REPORT PIPE SUPPORT / ANCHOR VERIFIC ATICN PROGR AM 4'
BEAVER VALLEY PCWER STATION UNIT No.1 S CW TASC No.
LIN E No.
Mt NGEo No.
150 S o.
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"-a E ENGINEERING MEMOR ANDUM ovcutsNr uomT ccMaANY 1021
/V /M C AT.
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1031 c.o.
O No SEAVE R VALLEY POWER STATION UNIT TO:.
RESPONSE DUE:
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.I BV-1,7902-O'6 8 PORT 80 626 ACTION ITEM REPORT PIPE SUPPORT / ANCHOR VERIFICATION PROGRAM
'~~2 BEAVER YtLLEY POWER STATION UNIT No.1 S LW TASK No.
7402 LINE No.
/
H ANGER No.
/k 15 0 N o.
OESO:i" TION Of IN:OP V ATION /ACTiCN NEE 0EO-l e
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Of S 80Stil0N 00MPLETEO-
.SOHNE!DE*., !NC. S'JPERIN TENOEN T
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OLO-CON 3 4-.
PROCEDURE FOR FIELD INSPECTION OF (SHELL) CONCRETE EXPANSION ANCHORS WITH GROUTED FLOOR PLATES 7902-07
- e. n. s oCa-v 6
This procedure' covers the inspectic. and documentation required -to verify the integrity of shell type concrete anchor installation in base plates which have g::;- between the case plate and the existin9 ccncrete.
n.. n ~....... S A.
Pipe Support Eval;a.:n S.
Sample Pipe Support Ivaluatien - Plates which can be shimmed c:
removed
- u.... i.... i n.
v,...
.32..
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1 0.
Flow Charts fo: 07 P::cedure - Plates which can be shin =ed c:
removed
,i E. -Sample Pipe Support Evaluation - Plates which cannot be shimmed
+
f' F.
Flow Chart.for 07 P ccedure - Plates which cannot be shimmed G.-
Alternate Hydraulic Tension Tesc 3.
.c.:I.,L..e.D OR I.,,.
,s1..s. e_ne. ICs.1 a. s,3, 0C,.m..e,n. 4..m.,.J u.ven.,.a _ y. n. ea-...,. e...a wa,s.
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. _a r
REMOVED
- I a
on selected c. routed plates.
This Procedure ~will be ne: formed cniv.
i
' Stone & Webster will issue.a lisc of supports to be tested. Tempor ary support 3::angements and instructions for shi= ming will be transmitted
~via Base -Plate Work Auth0:i:ation Sheets and temporary suppcrt sketches
-(see 7902-05 Procedure)..
When;oversi:e holes are: found or generated during testing and repair, Ja shear washer.shall' be installed as described in this. testing procefure.
'~
LThe.generalfp:ccedure for' shimmine is exclained'belcw.
Ascects of this procedure.can be overridden by ins ructions on'the' Base Plate Work.Authori stion Sheetfand.temporar"Z sup'por t - ske tches.
1 1
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A.
Remove all piping load from the support and provide adequate temporary supports for these loads. The temporary supports shall be in accordance with Stone & Webster sketches.
B.
Loosen all nuts or bolt heads on the plate, one at a time, a maximum of 1/16 in, from plate.
Observe any movement of the support cs each bolt is loosened.
If plate moves, inspect support to determine if pipe is still loading support.
If this is the case, adjust or revise temporary supports to pick-up pipe loads.
Loosen bolts further by turning each bolt one full turn, one at a time, in the same sequence as above until it is determined that the pipe is no longer losding the support.
C.
Insert 1/16 in.
hick minimum steel shim plates between the baseplate and the face of the concrete Along each edge of the baseplate.
D.
Remove nut from anchor being tested and replace af ter test on anchor is complete.
E.
When all anrher testing and repairs have been completed, the shims shall be removed, baseplates reinstalled, and bolts torqued to final installation torque requirements shown below.
INSTALLATICN TCROUE BOLT SIZE (IN.)
TORQUE (FT-L3S)
PED Head Self Drills Hilti Droo Ins 3/8 20 15 1/2 30 25
!G 5/8 45 45 i
3/4 70 70 7/8 95
.F.
Remove the temporary supports.
The following anchor inspection and measurements shall be performed by personnel trained in the use of the devices necessary to determine the properties shown in the attached Pipe Support Evaluation Sheet (Attach-ment A).
The information to be provided in the eight (8) columns of Attachment A are explained below.
The required information for each plate shall be recorded by filling out a separate shee:. Attachment 3 demonstrates the procedures for recording data on the Evaluation Sheets.
As in the BV1, 7902-02 Procedure, all operations on one bolt should be recorded in sequence. A disposition (see column 3 of Attachment A) is only made after work on an anchor is complete.
Pump, pack and gage should be calibrated as a unit to a standard which is accurate to _+ 1%.
Engineering will review calitration sheets and assign gage pressures for test tensions. The units will only be used for those values specified by Engineering.
1.
Record the numerical identity of each an-chor in the plate as ill-ustrated on the sketch. Check studs to determine whether anchor is a wedge or shell type. Wedge anchors shall be tested and inspected in accordance with SV1, 7902-03 procedure.
Record this information en -he skeech.
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- hreaded rod dia eter.
Anchors of a differen size than indicatef on the drawing et record shall be indicated in the sketch.
This information shoul be forwarded to the Engineers f--
action on an AIR in accordance with Procedure 3V1, 73'2-06.
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- c the Engineers by an A:R in accc: dance with ?:ccedure 3V1, 79: -06 for
. 4 n..,. w.e. g..o
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y m= #. c t..a. 4 c... '. =.. e.. a i.a..'. a..*.".... = a r.......-
having p cper thread engagement.
4.
Record the applicacle tension in Column in accc: dance with the following table:
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.J.
. r_ S.. e_.,S I O.,.
,,S.
~ ~
Red Head Self Drills Hilti Droo Ins 3/8 1610 1240 1/2 2400 1C30 5/8 3350 2420 3/4 4640 4010 7/8 5110 5.
Record gage ressure which is equivalen: to 3v.rce.riate test tension as o
e shown in psi-tension calibration report in column 5.
6.
Attach hydraulic tension device as shown in Attachment C o: the Alternate.
hv.draulic tension device shown in A :achment G.
Lead anch0rs in 1CC esi increments, sustaining the load while anchor dis.clacement is checked.
Record the maxima :: essure achieved uo to :est pressure (column 4) for which anchor displacement remains within the 1/16 in. allowable dis-c.lacement.
-4 7.
Measure displacement of anchor by measuring distance between coupling and top of plate. Take readings at each 100 osi load increment.
If the displacement is 1/16 inch or less when the anchor is under full
. I tension, record as
'A' (acceptable), otherwise record an
'R' (rejected).'
8.
An anchor is installed and set correctly if it holds the test lead and displaces less than 1/16 inch at this lead.
If an ancher meets these
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The flow chart shown on A::achment 3 illustrates the steps to be followed
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After testin: all anchers, if anchors have still not rove d satisf actorv.,
e
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for fur-her action.
For plates which cannet be removed, first reset the plate and/oc attempt to remove stud f:cm failed anchers.
Then, as above, follow the SV1, 7902-02 procedure (Sections 9.A.1, 9.A.2, 9.3.1 and 9.3.4) for ex racting the shell a n.. y _4., 4.. :
.w.
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..e 7902-02 procedure, but in addition. a ccncrete drill of the same diameter must be used to then drill away the grou: from the shell. Again the new anchor must be tension tested and the ac.erc.criate information shall be recorded on the appropriate line lef t blank on the Evaluatien Sheet as described abe~e.
As in 3"1, 790 -02, (Section 9.C.1 and 9.C.2), a shear washer should be installed once the new anchor has been shown satisfactory.
New anchors, shear washers and their welds should be noted on sketch.
If a stud (s) cannot be removed, record as " Unsatisfactory" and submit AIR indicat-ing the.croclem in accordance with p:Ocedure 3"1, 7902-06.
.v./.
..,e--r..~.,. m..,
3_-...,....n....
c--,
.,.e.~.-
r...
.s P.v.n. u.2
..a. r n...
Cn...~,
a.
- d..a.,... 3 r~
.s
- c...
u.-..:
This procedure will be performed on those grouted baseplates which cannot be shimmed. All accessible bolts on each plate snail be tested and inspected.
3 e
.n.7.eyu, r c.
c..,n....
- e. e,. e..
- 4..., 4. o. s..x., ' '
'_ a. d
..a.
i.n a-. - 4. *..= -.d.*.~-a.
withLinstructions provided with the Work Authori:stien issued for the hanger.
-S-Floor-mounted 'baseplates that are not grouted shall be tested as per BV1, 7902-02 or BV1, 7902-03 as applicable. The sampling procedure for floor mounted ~baseplates which are not, grouted.shall be in accordance with BV1, 7902-08.-
L When oversize holes are found_or generated during testing and repair, a shearLwasher.shall be installed.as described in this testing procedure.
The following anchor inspections and measurements shall be performed by personnel trained in the use of the devices necessary to determine the p:cperties shown in the attached Pipe Support Evaluation Shee: (Attachment A)
The informa ica to be p:cvided in the eigh: f?' 001u:n: Of Attachment A are explained oelow. The required information for each plate shall be recorded by filling out a separate sheet.
Attachment I demonst:ates the procedure for recording data on the Evaluation Sheets.
As in the BV1, 73;;-02 procedure, all operations on the :est anchor should be recorded in sequence. A disposition (see column 8 of Attachment A) is made only after wc h on the tes: anch0r is :: ple:e. Tne f1:w char: On Attachment T covers the steps to be.followed in the inspection.
Purp, jack and gage snould be calibrated as a uni: t0 a standard accurate
- - 15.
Engineering wil; reviek calibration shee s and assign gage pres-sa:es for test tenstens.
The units wil; only :s used for those values specified by Engineering.
1.
Re:Ord the numerical identity of the ancher te be tested as illustrated en the sketch.
2.
Eecord'the tes: anener si:e by easuring the telt head er the bolt or threaded rod diameter.
Anchors Of a different si:e than the drawing of record shall be indicated in the sketch.
This information should be forwarded to: the Engineers for action on an AIR in accordance with Procedure BV1, 7902-06 and the testing continued.
3.
Note the nut thread engagement as " full", " partial", or " missing" as applicable. A stud without a nut may be tested and a new nut installed when testing is complete.
If the nut is partially engaged, determine the amount of thread engagement record in the " comment" section of the P'pe Sdpport Evaluation" Sheet and forward this information to the Engin-eer by an AIR in accordance with procedure BV1, 7902-06 for action.
Do not perform tests on an anchor with-partial nut thread engagement, but record the information described above and select another ancho for testing.
- 4. fRemove grout-from around the test anchor sut'icient to expose the stud and levelling' nut, if installed.
Interior anchors may be prepared for
. testing by'ccre drilling and removing the baseplate or removing the studfand drilling the baseplate sufficient to expose a levelling-nut if 8
installed. : Use of the core' drill method shall. be reported to the Engin ; S
~eers-on an AIA:in accordance with BV1, 7902-06.
The cored section of the baseplate shall be retained:for reinstallatien in accordance with I
u
~the Engineers instructions given in the :espcase to the AIR. (Wedge-l
~
anchors shallLbe tested.in accordance with the'BV1 7902-03 procedure.)
-6 Record the applicable. tension in column 3 in accordance with the follow-Ling. table:
SOf *.c.. e.
(IN.. )
- ?.:".
- r.N. c" a O"..
( f.3S. )
s-a Red Head Self Drills Hilti Drop Ins.
3/8 1610 1240 l '2 2400 1690 5/8 3350 2420 3 '4 4640 4010 7/3 5110
- 2..,... 2
.w.
e....,. a..-
4
. -.....,...........,.....e..e.s.,
..s.
........... 7 tension'as s..cwn in the psi-tension calibration chart.
E.
For. test anchors for which the grout has been removed f:0 around the stud, remove the nut f:ce :ne tes anener and cack off the levelling
.n u *. o o *. 5.=..' ~. i s.a.o. *....'..d.,3
"...a. be...~-.'
~.5 e ".= s a. pl.= *. a..
. a..e. a...'..e
.so y.u.t e.w.
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u...,.,
- s. a.
n.e. e s. 2
.a t.*
- e..a
.s. 2
..u.,..s...a.--.-
a.
- 9 s..
.1 is no -to;::.in: the caseplate are read.v :: de tested.
n*...=...
5"2.'. =..'.' -.. e..- 4 o.
.d a...' c a.
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n'...=. '....e... C o r
.k.a.
n' ' *.a. r n a.a.
A....,....,
.a...,4.a
- u.. 4 v, i.....,.,
........2~...,c.,w.
c.......
c..
shall have thread engagemen: cf at leas: :he diane er cf
- he :hreaded rod.
Load the test anch::
in 100 psi incremen:s, sustaining icad while the an: hor ~dispiace:ent is checked.
Recc:d the maximur pressure
...i. t a... 2. '.,..,
.a.,.. z. a..e..., g.c,. o....,., a..
a.,..+
.u.
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g.a
.,.,...e..
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= '
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u.
y and top of.;'ste.
- cte the anchor displace en: a: each 100 psi lead increment.
f.the displacement is 1/16 inch or less when the anchor is under-full tension, record an "A" (acceptable), otherwise record and
'R' (rejected).
5.
An anchor.is installed and set correctly if it holds the :est load and 4
displaces less than 1/16 inch at this load.
If an ancho: meets these 7
' requirements,11t should be recorded as satisfactorv. in the'accrocriate column under disposition.
RIf this test anchor f ails to teet these recuirenents, p:oceed with the
- following becair.of that failed anchor.
Attem.ot?to reset.the f ailed anchor by installing a nut or coupling on the' stud-and' striking with a hammer.
"Rese:" should be recorded in column (1) on.theinex' line down in Attachment A and then repeat the
. tension test, recording the. app:cpriate informa: ion on that line.
successful, recced " Replace" in eciumn (1) on the f
If re-driving-is'not
"~
-next line down in' Attachment A, remove.and replace the anchor as described 1'in Procedure 3V1, 7902-02 (Sections'9.A.1, 9.A.2, 9.3.1.andR9.3.4),
perform'a :ensica; test on.the replaced ane". : (use the :est tensions
'for the chiginal 'siset anchor) L and record
- he appropriate information.
M" I
A
. Further anchor failure or inability to remove the anchor or stud snall be reported to the Engineers on an AIR in accordance with Procedure BV1, 7902-06.
V.
Grout Recair and Reelacement A.
Use Masterflow 713 Grout or Masterflow 214 Cable Grout as anufactured bv Master Builders for all grout repair and replacement necessitated h" 2
these procedures.
3.
When work on an anchor including final testing has been completed, anf the 9 rout has been drilled or chic.ced away to the extent that a void exists between the stud and the remaining grout, the void shall be filled as fo11cvs:
1.
Vacuu: dust and particles f:ta roid.
2.
.........,,..c,.o..w.....42
,2
.w, e....
,...s...
void.
3.
.. '. ' '. '. a. ". o.' d.o. '." a.
.-..' s - a..'..h a.
- s..v..".:. 4.. : -. ' ".. w... ". 2 -. a...'.' m. -
m
.14 s" = 51 a.
G. o.. -.'.v a. d
..".a.
. -. -... '.. =.- a.....- a..a. '. a. d.
'. ~... *.
.e o..e.
4 a.
3...<..
.a.
..2 z.,....,......
- e..z.. _... _.. _.. =..
e.,....a.<...
..31 3.-.. e. 4 "h a. a. --out
- d. e.... i - - a. d.' w.;
." - o...=.-
...d..=.--.=..-
s..'.,^.
.=.......=..u'
. v.a e s..i n g a.a.d
....f. -. 4 c.n o.'..". =. a.....o.-
.o. i a..a.
'+
-a.
...a.
.=..... o..i s acceptable, the grout shall be replaced as felicws:
3
- q. 3......34.
s.,.
. au.......
2.
Vacuum dust and loose particles from area.
3.
Swab the surface of the area to be grouted so that all concrete or c.:out surfaces are moist.
Remove free water bv. vacuumine. or wic. inc.
the area with a cloth.
4.
Fill the area to the lines and limits of the existing grout by
.cac k ine. "dar.e.cack" consistency Masterflow 713 g cut into the space with a blunt wooden ram.
" Camp pack" consistency means to add only enough water to the d:v. c. rout so that the dame. :: cut fills the volume behind the ran withcut squeezing cut around the ram, i
i 5.
Replace the nut or the stud to the previous 1.
indicated installatin torque.
6.
Damp cure the ' exposed ; cut fc: at least three (3) hours.
ATTACHUENT A e v.,,7aeg.oy i
PIPE SUPPORT E'VALUATICN I
iso 8
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INSPECTION C&M
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CAM Ne E.:E E=
a c u :U E SELF DRILLING.SHELL CONCi?ETE EXPANS!CN ANCHOFr3 1
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ANOHOP Ari
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i TENSION P7E55UM P9 ESSURE
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ATTACHMENT B
B v.s,7TJ2. n 7 PIPE SUPPORT EVALUATION
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.CCwuENTS
ATTACHMES4T C BV1, 7902-07' T S 4 X G X.5CO X 5 -0 LG.-
l' f HOLES (T/P)
(APP EOX l'- O' CC)
(TH.Ru A.
T 3 R. MET 1>
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2 PIPE
,s NOTES (V
1 m
!.SL'O E L EG S I N PCSITION I
I TO C L R. AN( iBu z e e ntN CES I
l AND STAY. CUTStDE CCNE CrA.
I
,,j PER PRCCECU RE S I
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, I l l l l i ENSiCNING DEVICE 1
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snarce MP2 ll 1
8
BV1' 7902-07 PLATES t?!CH CAN BE SHI.91ED ATTACIDIENT D
RECORD AS
=
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_ a-6 MD l
A
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C SATISTACTORY n..... :...r.
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an.S:.n.,RY
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6
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Ca..,
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':0 PLATE 3E YES yl Rn:cvE PLATE RD OVED
.y RESET PLATE rS10VE REPLACE.
.. \\
DRIm,.
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. k.
=~-D-.~~.
FAULTY ANCHOP~
PLATE
- E:!S!ON TEST i
I m, n.,... --: :.
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P200RD AS:
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ATSCWdEMT E B v.,7?t? o'T PIPE SUPPORT EVALUATION iso n.
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3V1, 7902-07 PLATES HICH CANNOT SE SHt:t'.ED ATTACEMENT F
=
SELECT ANCHOR y
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.BV1, 7902-03 Page 1 of 1-
- FIEI.D INSPECTION AND TEST PROGRAM I.
PURPOSE This procedure describes the methods for selecting anchors and base-plates to be tested and inspected in order to meet the requirements of
'IE 3alletin 79-02.
JII.
BACFGROUND This progran has been develc.ced to.:: ovide adeque.te ins ection and test e
y' a *..*..i.n o r d a -.o a s.e. "..* e. -..y.'.i a a.~. a. w.i '.2.
. h. a.
- . ~.i. a. t. a.. *.e. o ' T r.:., "..'." a.
.i a.
w.
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Durin the initial. chase of testinc. (Phase ), app:cximatelv. 45 clates t
wa. r a.
a.'..i....' a. d
.a n d. a.'.'
'.'.a.
.*....'.a
.e on. * ' a..' a.
" ' *. a. a-wa..- a.
. a. e '.a. d..
. '.a..'.'
r..
novement as a result of this testing was ceasu' red.
- 2. s..
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4
.=. ;.
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.....2 c.. 3,... ;
.+... e w 3.4 3is..
A.
. s..
..,4.4
.......... -,.. m..u.. s,.
=.c.,.=.,........
~,.....u. a..
a.
. s.e.., w=
s.<-a..
s,
.., e.
- ~..=..a nn-
.a
..=...1...e
... e a.
w u.
.e..
.g :.. '.
..24
....2 s.
- a s *..
r'a ilu.- a. e.'..h.=~.'-'..-"..$.
.- a. : 4 - a.
- '.e
.- a...a i..i.., 4,01 = o....'..=.
baseplate to be tested.
= T1oor ' grouted baseplates shall have all belts - en all accessible baseplates tested. Whe': scaf folding is required to perfc the a.chor bolt testing, all the anch :s en the plate shall be tested.
Baseplates may be deferred f:o= testing for the-folicwing reasons:
a)
The= baseplate is in an a:ea where the radiation level exceeds 100
.s../s,
~b)
The - baseplate is physically inaccessible or anchor-testing will frequire removal of obstructions.that would be' considered destruc-tive.
,s.
...g.. e.a..o a. =.... y,.= c..a 7.,.
g.e..,,. n w
a..,a.. a..e.
.a.,.,, 1 ng w.
-De c a - t...e.~ ) ' i nd. i * *.e
.b...*.. ' e s..*.~.: w^ ' '..". e e.'.s.. a.
4-
.a.o..- a. su i. e.*.
a y
As-built inspection, procedure SV1, 7902-01, shall be conducted on all'
' baseplates. Those baseplates which are in high radiatien areas (grester shan 100 MR/hr)-shall be visually.cc pared to the drawing of. ecord.
A--
b
2 ate of Issua August 26,19~9 Fevised Ju:.e 26, 1950 J.O. No. 12690.88 BV-1 -7 90 2-06 neS Gs3 c.1 m Rr., e.OR r
"u aa- * *N. 79-09 7T
- n. eve. ? n' ** /P.'C=..OR. SO7
- T v..
a a.,
Seaver Valley Power Staticn - Unit No. 1 a c..
en..
z..;
ma.. a.a Pittsburgh, Pennsy'. var.ia c.::.~.
h.- e.
21 e P 4'w! U b, C-u'. o.c.
?:e;t e:
,..a. 4-u s,a-Q g h.
P
,g-a,. -
.w r.3,.-
e.t>i
, i,, i. u
.e,.
?::: ' ?..s: A C &%_&/.5/.f:
i Qus Assur UlA y..,s A)JA l
v.y P,,
..e.. n.o D/A
...-..~s,..
A;/p I
l l
r i.
I Stone & Webster.T.nc.ineerine. Cor.cration t
-3cston,.v.assachusetts t
I
-1 1
i I
k-12690.88-6b 06/17/80 095 1.7
?UR?OSE Ihe purpose of this document is to establish a guideline and 1.8 procedure for the analysis,
- design, and rework of baseplates 1.9 using expansion type anchor bolts to fulfill the requirements of "RC II Sulletin 79-02 for Duquesne Light Conpany - 3eaver Valley 1.10
?cwer Station - Unit No.
1.
1.11 TECHNICAL REOUIREMENTS All steel shall be designed in-accordance with the M SC 7th 1.12 1.13 Edition dated 1969 _(and supplements 1 through 3).
1.14 s11 concrete shall be designed in accordance with ACI 315-77.
bil baseplates and drilled-in anchors shall be evaluated in 1.15 accordance wi-h SCM 79-24, " Structural Evaluation Progran (SD-1.16 Procedure for Ivaluation of Baseplace _and Drilled-in 1.17 Srr.?)
Anchors" and attach..ents except as indicated in nodidications to 1.18 SD-STI? section of _his Desie.n Criteria.
g Ehe allowable tension loads apply to the total of all concur ent 1.19 cension loads o_n a
bol::
direct tension plus the resultant 1.20 ension caused by applied ncnents en
_.e con.ection.
_7ne allowable shear leads apply sc the to al of all concurren:
1.21 shear loads en a bolt; direct shear plus the shear caused my a
1.22 torsional nomen. applied to the ccnnection.
- 1. > u n e e w.e
.,C
, S u _.-
_D_e sie. n loads used for the analv. sis of base.clares shall crir.inate 1.25 from the following scurces:
1.28
_1..
Nuc.ic.e come. uter analv. sis loads.
2 Hand calculations performed as c. art of the curren: -ice 1.29 e -
stress effort.
-3.
Loads indicated en the AZ drawings associated with the 1.30 piping isometric.
4,.
Decal-loads as defined by Sr.-M -6.1-2.
1.31 If loads appear in more than one
- scurce, the listed order 1.33 dictates the priority.
1
_T.he-t v. e. e of load -used for. each analysis is to be indicated 1.3n clearlv in the calculation.
These leads are usually applied at 1.25 the centerline of pipe.
Nuc. ic. e ccmo. uter loads shall be ecmcuted by the
?ic. e 1.36 Stress / Support Reanalysis Task _rorce and shall b_e app:sved by 1.37 Engineering Assurance.
Ihese loads were developed as part of the 1.32 Nuclear-Regulatory Cc:=.iss ion 's Crder to Show
- Cause, dated I
k-12690.88-6b 06/17/S0
~
095 March 13, 1979.
The method and scope of this effort is outlined 1.39 in " Report on the Reanalysis of Saf ety-Related Piping Systems for Seaver Valley No. 1 Unit Duquesne Light Company."
These loads 11.41 will be transmitted by problem number frcm
_the Pipe Stress / Support Reanalysis Task Force.
&s problems are received 1.42 by the Structural Task Force, they shall be recorded in the 1.u2 analysis status book.
The problem ntnber, job number, and case 1.4c run shall be referenced in the calculation.
hil pipe support surnary sheets shall ce compiled into individual 1.u5 analv. sis c. ackac. es.
_Each analysis package shall contain:
1.u6
_1 Pic_ e suc. c. or surmary shee:
1.4E:
2.
Load combination sheet 1.49 3.
S u c. c. o r t sketch 1.5C Ihe loads shall be co=bined with the f ollowing appropriate load 1.52 cerbinations :
1 Normal 0:eratine Load Ccnditiens 1.55' 11)
Dead Load = CL (deadseight of pipe under operating 1.57 conditions) 12)
Operating Load = DL + TH (dead load + thermal) 1.55' 13)
Operating + Earthquake Load =
2.1 Ja)
DL + TH + 03ET (Operating Load + Operational 2.3 3 asis Earthquake Lead Total (inertia
+
anchor))
lb)
DL + TH + DSEI (Operating Load + Design Sasis 2.4 Earthquake Load Inertia) 14)
Hydro Test Load 2.6 15)
Uplid:
Load Negative of the largest positive 2.7
=
result of the Operating + Earthquake Load.
_If this 2.3 combination results in a rework condition, then a review of the loads is made before rework.
Zhe following load combinations are considered when occasional 2.1 C loads are provided:
k-12590.38-6b 06/17/80 095 II.. Ooset Load Condition 2.10
_{,1 )
DL + SRSS (OSSI + OCCU) 2. 16
- (2)
OL + TH.+ SRSS (CEIT + OCCU) 2.15
=TS = Thernal load shall be dete_--.ined fren worst case 2.20 including zero load case for start-up.
2.21
_III. Enercency Load Condition 2.25 11)
DL + OCCI 2.27
_I_V.
Faulted Lead Cendition 2.31
+,
s-. )
2. a-,
+ c_SS (OCn-11) n.
ss e.
w sa Friction Loac.s 2.Je
-_riction loads are to be applied to all supports in any direction 2.35 a
-he.
- c. a.
s.no -.. a. s -- = -..a. d.
- "+ 'o. "..cas a
=er.'.-
d 2..'. c.
'a i-
'.a a s4 point of contact between the support and pipe.
If the 2.0~
pipe bears an two contact poi. s si=ultanecusly, a frict:.on force
- y y - -. a..d.
o c. =..=.. a.
'. a. ~..~..a-.
s e". a_ -a.
". a.
d... co.".
v^.". " _-
'. ^-
e,
-c e.
2 the baseplace.
-,e..c.
w
~~.e's. c'.
.e
_"oowd..c ' c = d c^.."_ _'.. a o"..e -
2. 2.'
,1 "upipe loads and hand calculatec loads 2.ac l
._u) 3..:.
-.s=
(nr au 1
Oecal loads and loads on AZ drawings 2.52
-25 (.80 decal load)
}
2.5 Succer
St-ucture 2.55-
--Prior to ~ startinc.
any
- analysis, a
'n.sual inspec ion of the 2.5.
suppcrt. sketch should be made to deter =1.le the followin-3.1 v
parameters:
1
- '"he tv. o. e of loads tha: the suppc_-
can physically. resis 3.3 is in accordance wi h supper desion loads.
1 Deze 4.e if the support frame is deter 'nace or 3.5 Lndeter=Lnate.
_D.e e==inate suc.cor:
tra=es such as cantilevers n a v.
be hand 3.7 calculated.
Indeterminate structures will be analyzed using ST1.UDL.
3.8 L,2
k-12690.88-6b 06/17/80 095
~or both hand calculations and STRUDL analysis, the relationshio 3.9 c
3.1 C between the clobal and local support coordinate system must be established.
This may be accomplished by:
3.1 '
1 Looking at the pipe stress work sheet (Global System).
- 3. 1:
_2.
Review the ISO and s u r. o. o r t sketch (Local Suc.oort 3. 12 System).
Decal loads will in all cases be applied along the local suppor 3.1; axis.
Loads from the support summary sheet should be applied to the 3.1' suc.cor: frame to create _the most severe loading condition on the 3.1
- hen it is necessary to resolve loads to a local 3.1'.
baseplate.
f support axis, two cases must be checked.
1.
Resolution of forces to obtain a maximum tension load 3.2 2.
Resolution of f crce to obtain a maximum bending eccen 3.2
'OTE:
1.
Tensien will be mere severe than conpression der 3.2 J
the baseplace analysis.
2.
When using
- STRUCL, the following 1: ens snould be 3.'
g ren special attention:
1 Member properties 3.2.
s.
Sena angles 3.2 c.
Mecher eccentricities 3.3 d.
Supper conditions 3.2 Supports which have members welcec to baseplates are to be 3.3 assumed fixed.
l
_ Check deflecticas en STRUDL outo. ut to ver-fv.
s uc..cor 3.3 condiguration anci input.
T all calculations shall be perfer:ed in accordance with RAP 5.3 3.3l
"? reparation and Control ^ " Manual and Cc=putericed1 Calcula:icas 3.2l
(::uclear Projects)."
l At the completion of an analysis, the calculation will be given 3.2 to the control group who will c_ heck for co=pleteness (EAP 5.3) 3 '. 2 and perform a technical review on a randem basis.
Flexibiliev 3.s SD-STE? -
" Procedure for Evaluation of Baseplate and Orilled-in 3.a Anchors" is applied o ecm=cn place conrigurations to verify than 3. ~- 1 s
plate flexibility has been accounted for in determininc _the loads
- 3. -l induced in the drilled-in anchor bolts.
D-
-k-12 6 9 0.8 8 -6b 06/17/80 095 Ihis procedure includes load f ae:crs to be applied to anchor bolt 3.uS loads to orovide for the _eff ects of c. late flexibility.
The load 3.47 factors were developed using finite element analysis tecnniques.
Zhe finite ele =ent techniques are also used for individual plates 3.46 which are not enveloped by
_the cc==on
- o. late conf 1wuration 3.49 procedure.
If the SD-?TIP precedure does not ver-fy the accepta5:11:y cf the 3.50 baseplate, then a
finite ele =ent cc=puter analysis must be 3.51 performed to try to verify the existing baseplate and anchor design.
Finite Element - ANSYS (Ingineering Analysis System written by G.
3.53 J.
DeSalvo and S. A.
Swanson of Swansen Analysis
- Systems, Inc.,
3.54 August 1, 1973) co=puter approach is imple=ented to analyse the saseplate and anchers in a =cre detailed and exact fasnicn than 3.55 SD-STZ?.
2he finite elemen: model considers pla-a #'exibility, 3.56 anchor stiffness, stiffenine effect of m_ ember attached to tne 3.57
- plate, as well as concrete flex-bility.
The contact boundary 3.53 conditions at the interface of sne place and concrete and plate and drilled-in anchers are satisfied in the soluticn.
3.55 loth the " rectangular place," elastic capabilities only, and the a.1
" elastic flat eriangle" elements are co==cnly being used to model a.2 the baseplates.
Ihese elements model pure plate
- bending, c.3
"=
s--k's naseclares.
_The 2.c appropriate fer the analv. sis c' concrete. and drilled-in anchors are both modeled with the "cc=bination" gap ele =ents which model both the stiffness of 4.5 these cc=ponents and represent the contact boundary conditicn.
Ihe stif fening efiact of the attached me=ners =ay be represented 3.6 with
" elastic 3-0 bel =" ele =ents.
2he grid is constructed such 3.7 nan beam elements are adjacent :0 the edge of the plate elements
_a n d both are connected to cc==cn nodes.
The disc. lacement 4.9 ec.uations used in the fo=ulation of both
-d e _
and
.clate neam elements assure cc==.atibility of displacements at this interface.
3.1C t
_F i n a ; 1 v.,
forces are applied as couples and axial forces ~
.17 -
distributed to nodes at the intersection of the attached me=ber 4.1~
Er.d plate.
Tne results of this analv. sis include element stresses, nodal u.1-
~
and reacenca forces.
The forces obtained at the n.1L dnsplacements, anchor nodes are of par _icular i.:portance si.te they are compared to t_he " Pal" obtained from SD-STZP.
_In c.eneral, ANSYS analysis 4.16 should show the results frc=
SD-STEP for "P=ax" to be conservative.
Modifications to SD-STI?
4.1E Delete sections SD-STEP 3.
4.2t
- _SD-6TE? 3 has been suc. erseded in accordance with c. rovisions of u. ;;
' -hat section.
~n
-