ML19004A374

Relief Request I4R-18 Associated with Inaccessible Emergency Service Water and Residual Heat Removal Service Water Pump Supports

ML19004A374
Person / Time
Site:	Limerick
Issue date:	01/04/2019
From:	Jim Barstow Exelon Generation Co
To:	Document Control Desk, Office of Nuclear Reactor Regulation
References
Download: ML19004A374 (29)

Text

Exelon Generation 200 Exelon Way Kennett Square. PA 19348 www.exeloncorp.com 10 CFR 50.55a January 4, 2019 U.S. Nuclear Regulatory Commission Attn: Document Control Desk Washington, DC 20555-0001 Limerick Generating Station, Units 1 and 2 Renewed Facility Operating License Nos. NPF-39 and NPF-85 NRG Docket Nos. 50-352 and 50-353

Subject:

Relief Request 14R-18 Associated with Inaccessible Emergency Service Water and Residual Heat Removal Service Water Pump Supports

References:

1) Letter from J. Barstow (Exelon Generation Company, LLC) to U.S.

Nuclear Regulatory Commission, "Relief Request 14R-18 Associated within accessible Emergency Service Water and Residual Heat Removal Service Water Pump Supports," dated June 11, 2018

2) Email from V. Sreenivas (U.S. Nuclear Regulatory Commission) to T. Loomis (Exelon Generation Company, LLC), "Limerick: Request for Additional Information Relief Request (RAI) for 14R-18 Associated with Inaccessible Supports for the Fourth 10-Year lnservice Inspection Interval," dated November 27, 2018 In the Reference 1 letter, Exelon Generation Company, LLC submitted for your review a relief request associated with the lnservice Inspection (ISi) Program for Limerick Generating Station (LGS), Units 1 and 2. Specifically, this relief request is associated with inaccessible Emergency Service Water (ESW) and Residual Heat Removal Service Water (RHRSW) pump supports. In the Reference 2 email, the U.S. Nuclear Regulatory Commission Staff requested additional information. Attached is our response.

There are no regulatory commitments in this letter.

If you have any questions concerning this letter, please contact Tom Loomis at (61 O) 765-5510.

Respectfully, JarnesQs~ ~

Director - Licensing & Regulatory Affairs Exelon Generation Company, LLC

Attachment:

Response to Request for Additional Information for Relief Request 14R-18

Relief Request 14R-18 Associated with Inaccessible ESW and RHRSW Pump Supports January 4, 2019 Page 2 cc: USNRC Region I, Regional Administrator USNRC Senior Resident Inspector, LGS USNRC Project Manager, LGS R. R. Janati, Pennsylvania Bureau of Radiation Protection

Attachment Response to Request for Additional Information for Relief Request 14R-18

Response to Request for Additional Information Relief Request 14R-18 Page 1 of 4 RAl-1:

Please provide drawings which show the design/construction of the identified Emergency Service Water (ESW) and Residual Heat Removal Service Water (RHRSW) Pump upper and lower supports which includes materials of construction.

Response to RAl-1: is the material parts list for the original RHRSW pumps which includes the seismic restraints. Enclosure 2 is the material parts list for the original ESW pumps which include the seismic restraints. Both parts lists identify that the seismic restraints are made from ASTM A-516 Gr. 70 material with ASTM A-193 Gr. 87 bolting. Enclosure 3 and Enclosure 4 are the design drawings of the RHRSW pump and ESW pump seismic restraints, respectively.

RAl-2:

If the drawings requested in RAI #1 do not describe the normal loads (if any) and seismic loads experienced by the identified supports, please provide a document or a discussion which describes these loads.

Response to RAl-2: and Enclosure 6 are the RHRSW pump and ESW pump stress calculations for the seismic restraints and anchor bolting, respectively. These stress calculations include a discussion on the seismic loads and handling loads that were evaluated for the restraints.

RAl-3:

The June 11, 2018 submittal describes a calculation which shows there is a minimum safety factor of 25 based on the operating basis earthquake (OBE). Is this true of all the identified supports? Please provide a more detailed description or excerpts from the calculation supporting the safety factor of 25 for each of the identified supports.

Response to RAl-3:

Excerpts of the stress calculations have been provided in Enclosure 5 and Enclosure 6 for the RHRSW pump and ESW pump seismic restraints, respectively. The excerpts identify the calculated anchor bolt stresses and the allowable values which were used to determine the available margin or safety factor for the supports. For both the RHRSW and ESW seismic restraints, the safety factor is greater than 25 for the seismic design loads.

RAl-4:

Please discuss any protective coatings applied to these supports or other measures taken to protect the identified supports from the conditions present in their operating environment.

Response to Request for Additional Information Relief Request 14R-18 Page 2 of 4 Response to RAl-4:

Several drawings and documents were reviewed, but no requirement or other evidence could be found that suggests any protective coatings were applied to the seismic restraints. If protective coatings were applied during initial construction, there has been no re-application of such coating to the seismic restraints.

RAl-5:

The June 11, 2018 submittal describes how 6 of the 8 pumps related to the identified supports have been replaced in the last 7 years. The submittal goes on to say that a VT-3 of the upper support of the pump was attempted and an assessment of the condition of the support was made to the best of your ability. Was this true for all 6 of the replaced pumps?

Response to RAl-5:

Yes. A VT-3 inspection of the upper support was attempted and an assessment of the condition of the support was made to the best of our ability for all pumps that were disassembled and replaced.

RAl-6:

Has LGS had any operating/maintenance experience with the identified supports which indicate a history of indications indicative of possible degradation?

Response to RAl-6:

No. Limerick Generating Station, Units 1 and 2 have not had any operating or maintenance experience that would indicate any issues with the upper or lower seismic restraint for the RHRSW or ESW pumps. During normal operation, there is a slight clearance that exists between the seismic restraints and the pump column; therefore, the seismic restraints do not touch the pump. No abnormal conditions were noted during pump disassembly that would be indicative of possible restraint degradation.

RAl-7:

Confirm that the proposed alternative would require a best effort visual examination of the upper support when any of the ESW or RHRSW pumps is disassembled and removed for maintenance.

Response to RAI-7:

As an alternative to performing a qualified VT-3 examination of the ESW and RHRSW pump seismic restraints, the station will perform a best effort visual examination of the upper seismic restraint each time the ESW or RHRSW pump is disassembled and removed for maintenance.

Response to Request for Additional Information Relief Request 14R-18 Page 3 of 4 This examination will be performed remotely to look for evidence of structural deformation and missing, detached, or loosened support items.

RAl-8:

The June 11, 2018 submittal says a visual examination of the lower support was attempted in the past and does not discuss any future examinations of the lower seismic supports. Discuss why that is the case.

Response to RAl-8:

Future examinations of the lower seismic restraints were not proposed since this restraint is completely submerged underwater and water clarity is poor. The design of the lower seismic restraint is the same as the upper seismic restraint; however, the environmental conditions are different. The upper seismic restraint is located in the more limiting environment since it is exposed to continuous wet and dry cycles due to normal variations in Spray Pond water level.

RAl-9:

Provide an estimate of the amount of VT-3 visual examination coverage that will be obtained by the best effort examinations that will be performed on the upper support when the ESW or RHRSW pumps are disassembled and removed for maintenance.

Response to RAl-9:

A VT-3 examination is conducted to determine the general mechanical and structural condition of the components and their supports. In keeping with the intent of a VT-3 examination, the proposed best effort visual examination of the upper seismic restraint will look for evidence of structural deformation and missing, detached, or loosened support items. The best effort visual examination will be performed to the maximum extent practical within the limitations of design configuration and water quality at the time of exam.

RAl-10:

The June 11, 2018 submittal states a best effort visual examination of the upper support will be performed when the ESW or RHRSW pumps are disassembled and removed for maintenance.

Please discuss the frequency of these activities in the future.

Response to RAl-10:

The D RHRSW pump was replaced the week of November 5, 2018. A VT-3 examination was attempted; however, a qualified VT-3 could not be performed due to poor water quality. A best effort visual examination of the upper seismic restraint was performed and no signs of structural deformation, missing or loose bolting, or material loss were observed.

Response to Request for Additional Information Relief Request 14R-18 Page 4 of 4 The A ESW pump was replaced the week of December 17, 2018. A VT-3 examination was attempted; however, a qualified VT-3 could not be performed due to poor water quality. A best effort visual examination of the upper seismic restraint was performed and no signs of structural deformation, missing or loose bolting, or material loss were observed.

As of December 2018, all RHRSW and ESW pumps (4 each) have been replaced at Limerick Generating Station. The original RHRSW and ESW pumps were all in service for over 20 years prior to replacement. There are no planned activities to replace any of the RHRSW or ESW pumps. The need for any future pump replacements will be determined based on pump performance.

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8-1 frANCHOR. DIA HOl£S FOR I " /)I A BOLTS Limerick RHR 6.11 Seismic Restraint and Seismic Restraint Anchor Bolts The seismic restraints are designed for two loading conditions.

One loading condition relates to the seismic qualification of the equipment and the other relates to the possibility of severe loads incurred during the handling of the equipment.

Case 1 (Seismic Load)

In normal operation there is a slight clearance between the pump and the seismic restraint. The restraint in this case is considered ae a pinned joint, incapable of transmitting any bending momen~s or vertical forces from the pump. Ihe maximum horizontal load which could be transmitted through the seismic restraint to the foundation is considered to be the shear force resulting from the DBE. In the most severe directibn the seismic force has a moment arm from the center line of the pump to the foundation wall.

Case 2 (Handling Load)

The close tolerance between the pump and the siesmic restraint re-quires that the seismic restraints are not grouted into position until the pump is initially installed. However, if the pump is ever removed from the pit and then reinstalled there is the possibility of accidentally resting the pump weight on the restraint. This vertical load, not related to the seismic qualification of the equipment, will result in much more severe stresses in the seismic restraint and seismic restraint anchor bolts than the seismic load, because it has a greater magnitude, it has a longer moment arm, and it is applied in a "weaker" direction on. the restraint.

6-31

LIMERICK RHR R

I

• v Top View Case 1 (Horizontal Seismic Load)

-~ t w

~

i

~

~ b2 ,

a2

-R2 L.

Side View -It Case 2 (Vertical Handlin!! Load) a) Calculate the loads per bolt and stress for case 1 and case 2.

b) Haterial: ASTM A-193 GR. B7 Allowable:~ ___z_s~._o_o_o__________,.Psi v "" 2,050

--'---- lbs. (DBE Seismic Load) w ,,. _ _ ..:..;...,:____lbs.

11,500 (Weight of Pump)

(Geometry) al ::: 35 in.

2.3 in.

bl ------

az 16

....;;;;."'-----in.

bz = 40

__;...;.._____ in 6- 32

Limerick RHR (Reactions}

Rl bl v .. ---------

1,347 lbs.

al bz W= 28,750 Rz = ------- lbs.

a2 c) Bolt Configuration*

N (Number of Bolts) = 8 D (Diameter of Bolts)=

1 in n (Number of Threads per in)* 8

~ ( Root Area) =- _ _._5_5_1_ _ _in 2 d) To calculate the tensile load per bolt, assume the ~eactions R1 and Rz are resisted by 4 of the 8 bolts. In case i. R1 is resisted by the 4 bolts common to one mounting foot. In case 2. R2 is resisted by the 2 uppermost bolts ~f both mounting feet. To calculate the shear load per bolt assume all 8 bo1ts resist the loads V for case 1 and W for case 2.

(Case 1)

FT"' R1/4"" _ _3_3_7_ _ _ _ _1b. (Tensile load per bolt)

F5 "' V/8 "' 256 lb. (Shear load per bolt)

~~-------

(Case 2)

FT"" R 2

/4 =- 7 , 188 lb. (Tensile load per bolt)

---

~

Fg = W/8 "" _ _1_,_4_38_ _ _ _lb. (Shear load per bolt)

• The anchor bolts are not supplied by Byron Jackson 6-33

LIMERICK RHR e) The stresses are calculated with the following formulas and tabula'ted below:

rJ "'

Ar T = FS Ar

2) ~

ap= ~ + ((  %) + 't (Combined Principle Stress)

ANCHOR BOLT STRESSES (CASE 1) (CASE 2)

SEISltIC STRESS (PSI) HANDLING STRESS (PSI a 612 13,045

't" 465 2,610 cr p 863 13,548 f) Since the anchor bolt seismic stresses are so low and the. seismic restraints are designed to be rigid enough that their participation as part of the dynamic model is insignificant, seismic stress t

calculations for the restraint itself are deemed unnecessary.

Structural integrity, for both seismic and handling loads, is assured since the rigid restraint configuration will incur very low bending stresses, and, at each of the critical cross-sections, the restraint area exceeds the total anchor bolt area.

6-34 0~lsmic ~estraint and Seismic ~~bcraj~L: Anchor bolts Tb:e .:-;eismic restraints are d.esi;:mecl tor two l.oad:Lng conditicms.

One loading condition relates ta the se:i.smic qualification of the equipment .r:.nd r:he. other relates to the possibility of severe loads incurred during the handling of the equipment:.

Case 1. ( Seismi.c T,oact)

'In normal o::ieration there is a slight c1Enrance hetween the pt.rmp and the seismic restraint. The restraint in this case is considered as a pinned joint, incapable. of transmitttng any bending moments or vertical forces from the pump. The maximum horizontal load which could be transmitted through the seismic restraint to the foundat~on is considered to be. the shear force resulting from the DBE. In the most severe directibn the seismic force has a moment arm f'rom the center line of the pum:p to the foundation wall.

Case 2 (Handling Load)

T'he close tolerance between the pump and the siesmic restraint re-quires that the seismic restraints are not grouted into position until the pump is initially installed. However, if the pum~ is ever removed from the pit and then reinstalled there is the possibility of accidentally resting the pUl!lp weight on the restraiut. This vertical load, not related to the seismic qualification of the equipment, will result in much more severe stresses in the seismic restraint and seismic restraint anchor bolts than the seismic load,. because it has a greater magnitude, it has a longer moment arm, and it is applied in a "t.reaker 11 direction on the restraint.

6-31

LIHERICK ESW T.op View Gase l (Horizontal Seismic Load)

-w +'

z l Iw i

~- I -(,__ - ir- -bz-:.yl l l R.,~t I

- tri-2,_

I)---~ a'.)r*-

I- ;

~- i -R2

-ii

• ~

A

-~ l Side View 2 I Case 2 (Verti-::.:J.l Handling Load)

~) Calculdte the loads per bolt and stress fer case l and case 2.

b) M::ite.rin.1: ASTH A-193 GR. B7 1\1 lowable: _ _ _ _2.;;;..5_,_,_oo..;..,o'--______p. si v 1 B70 lbs. (DilE Se.L:.;mic Load) 9 800

.- " - . > . = . . : = - - -

lbs. (Weight of Pump)

(Geometry)

.;.~

Jl i.u b1 -- 2_L__ ________ in .

J ,,,

16 in.

b..,... "' 36 .in G-32

r,JH.ERIC!Z ESH (Re<iGtJ_ans; R, Dl v l,.:&7 l.bs.

..\.

l! i w 22,050

-~--~-~-

lbs.

a..,,_

c) Bolt Configuration*

N (Number of Bolts) _8_ __

D (Diameter of llolts)= 1 in n (Number of Threads per in) "'___8_ __

. 2

~ ( Root Area) = . 551

---

i.n d) To calculate: the tensj.le load per bolt, assume the r.eactions R1 and Rz are resisted by 4 of the 8 bolts. In case 1, i\ is resisted by the 4 bolts common to one mounting foot. In case 2, Rz is resisted by the 2 uppermost bolts of both mounting feet. To calculate the shear load per bolt assume all 8 bolts resist the loads V for case l and W for case 2.

(Case 1)

FT 317 R1 /4 "" ~~~~~~~~lb. (Tensile load per bolt)

V/8 234 Fs = = ~~~~~~~~-

lb. (Shear load per bolt)

(Case 2) 1?

~T "' R /4 = ~~~s_,_s_l3~~~-lb. (Tensile load per bolt) 2 Fs = W/8 = ~~-1_._2_2_5~~~-lb. (Shear load per bolt)

• The anchor bolts are not supplied by Byron Jackson 5-33

• • ~ IfUZRTCK ESH J,Li.~

~~ '***

((:;,,*+ . ~~ \;

.,. :l (C~;;-rnbinr~d Pr-tnc.ip.le Stre.ss) 2 ANCEOR BiJLT STRESSES (CASE l) (CASE 2)

SEISM:IC STRi-'.SS(PSI) I !L!.,:NDLING STRESS (PSI)

I 575 10,005 1

1 I

4:25 I 2.223 BOl 10,477 f) Since the anchor bolt seismic stresses are so low and the seismic restraints are designed ta be rigid enoueh that their participation as part of the dynamic model is insignificant, seismic stress calculations for the restraint itself are deemed unnecessary.

Structural integrity, £or both seismic and handling loads, is assured since the rigid restraint configuration will incur very low bending stresses, and, at each of the critical cross-sections, the rcistraint area. exceeds the total anchor bolt area.

6-34