ML20072D170
| ML20072D170 | |
| Person / Time | |
|---|---|
| Site: | LaSalle  |
| Issue date: | 06/28/1982 |
| From: | Hood A SPS TECHNOLOGIES |
| To: | Jackin I NRC |
| Shared Package | |
| ML20072D133 | List: |
| References | |
| FOIA-83-89 NUDOCS 8306230028 | |
| Download: ML20072D170 (16) | |
Text
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... Attachment F World 94eeOQWIMFm Tee Samon East S seemerwtwn Penrw yevarta tan 6 nowotooirs ass s72 som June 28, 1982 Mr. I. N. Jackin U. S. Nuclear Regulatory Commission 799 Roosevelt Road Glen Ellyn, IL. 60137
Dear Mr. Jackin:
Accompanying this letter is a trip report covering a visit I made at the request of C. D. Sellers of U.S.N.R.C., Bethesda, Md.,
in connection with technical problems relative to the installation of bolts at the LaSalle Codnty Nuclear Generating ~ Station on June 25 and 26, 1982.
The report covers engineering discussion and certain recommendations and a conclusion I drew after examination of the available evidence relative to problems presented to me.
Yours sincerely, 1
1 A. Craigenvuu, Manager Advanced Metallurgical Products j ACH/pml l enc.
1 cc: C. C. Norelius - NRC C. D. Sellers - NRC l
\
8306230028 830325 PDR FOIA GARDE 83-89 PDR
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Worid Headouartees The Season East kmmon Pennsyhrerna 19G46 manotocits aw2m -
i June 28, 1982
SUBJECT:
Visit to U. S. Nuclear Regulatory Commission Region 3 and LaSalle County Nuclear Generating station on June 25 and 26, 1982
' This report covers the visit I made to the above locations
' on 6/25 and 6/26, 1982 relative to a problem regarding tight-ne.ms of bolts on the area in containment and outside containment
~ of the Unit one reactor. I was contacted by C. D. Sellers of t,he U.S.N.R.C. on June 24 and asked to acccmpany him to U.S.N.R.C. on June 25. I had previously had discussions with Mr. sellers on mechanical fastening technology at Bethesda. SPS Technologies is a major producer of precision mechanical fas~teners and offers consulting advice relative to fastener design and installation upon request from industry and government agencies. -
I was initially briefed on 6/25 at the Region 3 office.
l The problem is made up of two elements. The first refers to an allegation that records relating to calibration of t
torque wrenches used at the reactor site may have been in error over a period of several months. In addition, a check by one of the reactor inspectors of NRC of a valve attach-ment within a containment revealed two loose bolts that could be rotated with the fingers.
The second element related to the engineering implica-tions of the c.alibration' errors and the loose bolts. The l
first element will be dealt with by the NRC and Commonwealth Edison, the utility operating the nuclear station. I will i
only deal with the second element of the problem.
l The reactor is currently on zero power and is planned to be started up for the first time preparatory to going to full power on Tuesday, June 29, 1982.
A meeting was held at the LaSalle Nuclear Station at 1:00 P.M. on 6/25. A copy of the list of those in attendance l accompanies this report. Also, an outline of the meeting subjects and information relating to the valves in the cen-tainment area is enclosed.
Wore Headowarets The beason East nosotcogs anawm Penrarvama 19046 2+5nsw
SUBJECT:
Visit to U. S. Nuclear Regulatory Commission Region 3 and LaSalle county Nuclear Generating .
Station on June 25 and 26, 1982 1.
Motor operator / Yoke connection Tightness check Quality Assurance management from c. E. co. said that all bolts in the subject valve attachments would be bolt head clockwise. rechecked with a click torque wrench by turning wrench be used and that the data for each bolt beI suggested tha bolt head turning, recorded in terms of the torque the it took to get it could be brought up to the required minimumwh'ere the torqu .
Where it was too high, it.could be backed off and retightened to the proper value.
C. E. Quality Assurance management agreed to do thi s for the 24 valves within containment immediately.
They agreed to do it for the approximately 125 valv es outside containment within 6 months.
It was 37 sta'ted that many of the bolts were ASTM-A193 1
i (Cr-Mo 125 ksi UTS) . -
C. E. Engineering management pointed out that many of while others had no upper and lower tolerance fort torque.
After much discussion, C. E. agreed to establish clamping load requirements for these joints 4 and for each specify bolt.an allowable upper and lower torque range with a torque wrench, C.Where certain bolts are not accessible E. Engineering and Quality Assurance indicated they would establish an engineering procedure andjustify their action. I suggested that they could use a snug fit and an angle of turn as an alternative in inaccessible areas.
, 2.
LaSalle tion valuescounty Excansion Anchor installation and Inspec -
This element relates to the installation of expansion -
.thetype anchorsite.
reactor bolts.in concrete at various locations at
e 4 . . ..
. nun a woe..aavann in. senion aas g . p' pennimaniaisoas s.n.,nno.n httomotocits 8 * "' ~ 3 *
SUBJECT:
Visit to U. S. Nuclear Regulatory Commission Region 3 and LaSalle County Nuclear Generating Station on June 25 and 26, 1982
- 2. LaSalle County Expansion Anchor Installation and Inspec-f tien values (cont'd.)
Mr. T. Longlais, head of Structural Engineering for
] Sargent and Lundy made a presentation on their study of anchor bolt seating torques for these bolts.
Sargent and Lundy are the firm of architects and engineers used by C. E. Co. in t he construction of the nuclear station. Studies made of the torque, holding powen and slip characteristics were presented.
Copies of pp. 21-24 of a report on their findings along 4
with Figs. 2.12, 2.23 and 2.24 were given to the group.
A copy is enclosed.
Their studies showed that once the expansion ring makes contact with the concrete inside the hole that further applied preload has little effect on the performance of the bolt. They did establish a preload tension above that expected to cause slip and these are used in anchor bolt installa tion. They also justified that a rechecking at 60% of installation torque is satisfactory and that bolts not achieving the 60% are taken to the original torque value.
I indicated that I had no problem with this engineering approach.
3.
Torque Wrench Calibration Accuracy ( * :b6 +
- 6%)
- Concern was expressed by NRC personnel in the meeting that the errors discovered in the torque wrench calibration tightened bolts.
charts had contributed to improperly It is possible to determine two things.
First, the " worst case" of torque wrench effect on accurate torques can be established from the data and a recheck of the wrenches in question.
C.
E. Quality Assurance said they believed that maximum error'was not greater than 11-12%. Second, this worst case condition can be applied to a range of torque
- values acceptable to C. E. engineers for each joint in l
'r--r e- r -? -- w e $/my -uiw-P y-m-= w=m,ieregiawgs--a---+- w- up g: y+g,? ge e-ee em'-rq. m.%ew-y -eywwhw- -<- *wg4 ti-> mmr w t7g+ ey yy'
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w a neeaauen m t mp -
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The Benson East an.nm,n Litacnuotootts Penmpv arka 19N6 21u72 3o00
SUBJECT:
Vis2: to U.' S. Nuclear Regulatory Commission Region 3 and LaSalle County Nuclear Generating Station on June 25 and 26, 1982
- 3. Torcue Wrench Calibration Accuracy (cont'd.)
question. C. E. Engineering management agreed to calculate the range of clamping loads and corres-ponding torque spread. Any joint believed to be outside the acceptable range will be retightened after consultation with NRC Region 3 inspectors and engineering personnel.
I indicated that this procedure was acceptable from an engineering standpoint.
Meeting on 6/26 at NRC Recion 3 Headcuarters on the day following the meeting at LaSalle, NRC personnel from Regicn 3 and from NRC, Bethesda headquarters, met to discuss the results of the previous day.
would Itrequestwas theC.decision E. of NRC Region 3 personnel that they to evaluate all joints in question as a result of the calibration problem prior to allowing the reactor to go above zero power. I concurred with this posi-tion.
of C.E.
In conclusion, after-hearing the engineering statements NRC personnel, Co. and their consultants and after discussions with has taken and plans to take, I believe that all the actions the licensee as set forth in this trip report, are in the right direction.
k.A- ,
A. Craig/Ecod, Manager ACE /pml Advanced Metallurgical Products encs.
6/28/82
T.4s17.72 COUNTI STATION COMM0F=T.ALTH EDISON'COMPANT/ NUCLEAR HEUULATOEI COMMISSION hasu:,y ., , ', cru S . L . P A .v n l T MECH- WJ Eu(A- q [__,
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g e-- s a h
r Rx Containment Motor Operated Valves . ,-
Tightness Check !,
4 Basic Requirements - Manufacturers Recommendation o
Non-Specific Tightness Requirements Specific Tightness Requirements I g
l Standard Torque Chart
- 1. Torque Value Sta'n dard Mech. Practice
'..' (Wrench Tight) Referral
- 2. Tightening Sequence
- a. Anchor Darling Company
- a. G.E. - Atwood & Morrill
. b. Fisher Controls
- b. Anderson Greenwood 4
4 i
4
.O s
Rx CONTAINMENT M01DR OPERATOR / VALVE YOKE BOLTING TIGilTHESS REQUIREMEffrS VALVE NUMDERS S&L SPEC. MANUFACIVRER 'IDRQUE SPEC. TORQUE SPEC. REFERENCE IB33-F023A J-2500 G.E./Atwood&Morrill 110 Ft.-Lbs. Instr. Manual Part IX Step 12 .
1333-F023B ,
IB33-F067A IB33-F0678 1321-F016 J-2938.01 Anchor-Darling Wrenchtight Instr. Manual - Confirmed w/ John Chappell, IE12-F009 A/DV Eng'g. Manager
- IE51-F063 IG33-F001 1G33-F100
) IG33-F102 IG33-F106 4
IWR179 LWR 180 4
l IVPll3A J-2940 Fisher controls Wrenchtight No Instr. Manual Reference; Info. Obtained IVP1138 From Glenn Hyatt
- IVPll4A IVP114B
- 1321-F001 J-2950.Ol Anderson-Greenwood 75110 "Ft-Lbs. Drawing INO3-6492-500, Rev. B j
ID21-F002 "
1B21-F005 " "
j lE12-F099A " "
lE12-F099B " "
lE51-F076 150110 In-Lbs. Drawing GNO3-6498-510, Rev. C l
e
.2.4 Phasa D *Anchtr Preload Reicxstion Tests
) -
2.4.1- Introduction When a concrete expansion anchor is installed, a preload will be induced on the anchor as a result of torquing the bolt or aut. It is known that a portion of the preload in the anchor dissipates over a period of time after installation. The purpose of'these single anchor relaxation torque tests was to investigate the loss of anchor preload over time (r'e laxation) .
The tests were perfor=ed on single anchors of varying types, and diameters, installed at various embedded depths and with various torques in cencrete and mortar (Types N & M). The specific testing requirements are outlined in Table 2.4.
2.4.2 Test Apparatus Single anchors were installed in unreinforced concrete (no reinforcement within a minimum depth of ten anchor dia=eters) and in Types N and M nortar.
, . 2.4.3 Procedure
- l Single anchers were installed in concrete and mortar in accordance with manufacturers' reco= ended installation pre-ceduree. Installation torques are shown in Table 2.4. The I l
1 nut or bolt of the anchors was loosened 1/8 of a turn and then retorqued to its original position. The torque required to l
l
) return the nut or bolt to its original position was then l
l l 1
7 - ., _ . _ _ . - . . - . - _ _ _ . . . - _ . , , , , . . . . . . ,__-....,._._.._,,4 .- . . _ . , _ , , . _ . _ - - . . _ _ . . . , , _ . , . . _ . .
reecrd:d as a.gensure of remaicing praload in th2 cachcr. On2 anchor for each set of tests performed was tested with a load cell under the nut or bolt head to establish a torque-tension relationship.
The anchors were re torqued at intervals of 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br />, 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, 7 days, 14 days and 28 days after initial instal-lation. The anchor load and the average anchor torque versus ti=e were plotted for each set of tests. (Figures 2.23 and 2.24 show typical load and torque plots.) -
2.4.4 Results The results are represented by Figures 2.23 and 2.24 The loss of preload at the end of 28 days was as little as 13% for a 3/4" dia=eter anchor esedded in =ortar and as much as 54~
for a 1/2" dia=eter anchor ededd ed in concrete. Oterall, it appears that less relaxation occurred for anchors e= bedded in
=ortar than for those ededded in concrete.
O l
j
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..a 2.5 conclusions 2.5.1 Phase A - Static Tension Tests on Single Anchors i \
I I The static tension tests on single anchors have provided a I clear understanding of the anchor behavior under loading and the effect of various parameters on that behavior. It . is l noted that the prestressing of the anchor at the time of
[
testing does not affect the ultimate load carrying capacity ,
I of the anchor.
2.5.2 Phase 3 - Cyclic Test on Anchored Plate Assemblies i
l l
The vedge, sleeve and shell type anchors tested in concrete and block walls exhibited insignific, ant anchor displacement It when subj ected to seismic 'or pipe transient loadings.
can, there fore , be concluded that anchors embedded in con-crete can withstand cyclic loads up to 25% of manufacturer's of ulti= ate capacity with a simulated OBE condition and 50::
manuf acturer's ultimate capacity with a simulated SSE con-
- dicion. It has been shown that anchors embedded in concrete block and mortar can withstand cyclic loads. The tests were l
conducted at load levels of 25% of the measured mean ultimate static capacity or greater.
It should be noted that anchor preload is not required for the anchors to with stand cyclic ' loading. The preload in the g
I
._, _ __ _ . _ , _ - . , . . . . ~ . _ . . _ _ , . _ . . . _ _ . , , ,_ . . . . _..-. __ ,
anchors tested was generally not greater than 500 lbs. (0 preload) which is equivalent to tightening the nut or bolt.
approximately 1/8 of a turn after " hand tight.
2.5.3 Phase C - Static Tension Tenta on Anchored Plate Assemblies The results of tests on a flexible base plate with four expan-sion anchors show that the, prying action is of the order of 15-20 percent of the applied load. This increase is much 1cuer than the expected increase in an asse=bly with regular -
steel bolts where the prying action force is calculated to be 110 percent. The redue' tion in the prying action force is due to the effective lower stiffness of expansion anchors in-stalled in concrete.
2.5.4 Phase D - Anchor Preload Relaxation Tests From the typical curves showing load or torque versus ti=e (Figures 2.23 and 2.24), it can be seen that the anchor pre-load losses are =ost pronounced in the first 24 to 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br />.
, However, it should be noted at this point that the relaxation phenomenon should not be of great concern when viewed in light of the cyclic test results which showed that preload is not required to withstand cyclic loading.
t
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