ML17325A211

Forwards Response to NRC 870623 Request for Addl Info Re Proposed single-failure-proof Mod to Auxiliary Bldg Crane at Plant,Consisting of Responses to NRC Questions & MP Alexich

ML17325A211
Person / Time
Site:	Cook
Issue date:	07/20/1987
From:	Alexich M INDIANA MICHIGAN POWER CO. (FORMERLY INDIANA & MICHIG
To:	Murley T NRC OFFICE OF ADMINISTRATION & RESOURCES MANAGEMENT (ARM)
References
AEP:NRC:0514V, AEP:NRC:514V, NUDOCS 8707230605
Download: ML17325A211 (23)

Text

I ACCESSION NBR FACIL: 50-315 50-316 AUTH. NAME ALEXICHs M. P.

RECIP. NAME MURLEYiT. E.

REGUL*T INFORMATION DISTRIBUTION STEM (RIDS) 8707230b05 DOC. DATE: 87/07/20 NOTARIZED:

NO DOCKET ¹ Donald C.

Cook Nuclear Power Planti Unit li Indiana 0

05000315 Donald C.

Cook Nuclear Power Planti Unit 2>

Indiana 5

0500031k AUTHOR AFFILIATION Indiana 5 Michigan Electric Co.

RECIPIENT AFFILIATION Document Control Branch

<Document Control Desk)

SUBJECT:

Forwards response to NRC 870623 request for addi info re proposed single-failure-proof mod to auxiliary bldg crane at planti consisting of responses to NRC questions 5

MP Alexich 870410 ltr.

DISTRIBUTION CODE:

A001D COPIES RECEIVED: LTR ENCL SIZE:

TITLE:

OR Submittal:

General Distribution NOTES:

REC IP IENT, ID CODE/NAME PD3-3 LA WIGGINGTONi D COPIES LTTR ENCL 1

0 1

REC IP IENT ID CODE/NAME PD3-3 PD COP IES LTTR ENCL 5

5 INTERNAL: ARM/DAF/LFMB NRR/DEST/ADS NRR/DOEA/TSB OGC/HDS1 RES/DE/EIB EXTERNAL:

EGSG BRUSKEs S NRC PDR 1

0 1

1 1

1 0

1 1

NRR/DEBT/ADE NRR/DEST/CEB NRR/PMAS/ ILRB EG F 01 LPDR NSIC 1

1 1

1 1

1 1

1 1

TOTAL NUMBER OF COPIES REQUIRED:

LTTR 20 ENCL 17

0 K 4 t

INDIANA8 MICHIGAN ELECTRIC COMPANY P.O. BOX 16631 COLUMBUS, OHIO 43216 July 20, 1987 AEP:NRC:0514V Donald C.

Cook Nuclear Plant Unit Nos.

1 and 2

Docket Nos.

50-315 and 50-316

. License Nos.

DPR-58 and DPR-74 SINGLE-FAILURE-PROOF MODIFICATIONS TO AUXILIARY BUILDING CRANE:

REQUEST FOR ADDITIONALINFORMATION U.ST Nuclear Regulatory Commission Attn:

Document Control Desk Washington, D.C.

20555 Attn:

T. E. Murley

Dear Dr. Murley:

This letter is in response to a verbal request from your staff for additional information regarding the proposed single-failure-proof modification to the auxiliary building crane at the Donald C.

Cook Nuclear Plant.

The attachments to this letter transmit additional information as discussed with your staff members on June 23, 1987.

This document has been prepared following Corporate procedures which incorporate a reasonable set of controls to insure its accuracy and completeness prior to signature by t'e undersigned.

Very truly yours, M. P.

A xich Vice President cm Attachments cc:

John E. Dolan W.

G. Smith, Jr.

- Bridgman R.

C. Callen G. Bruchmann G. Charnoff NRC Resident Inspector

- Bridgman A. B. Davis 8707230605 870720 PDR ADQCK'50003l 5 P

PDR,

)

~

I

Attachment 1 to AEP:NRC:0514V Responses to NRC Questions on the Single-Failure-Proof Modifications to the Auxiliary Building Crane At the Donald C.

Cook Nuclear Plant

~

~g I

Attachment 1 to AEP:

C:0514V The following clarifications are provided by Indiana

& Michigan Electric Company on the single-failure-proof modifications to the auxiliary building crane at the Donald C.

Cook Nuclear Plant.

The "NRC questions" below are our understanding of what was asked by members of the NRC staff during the teleconference on June 23, 1987.

The section numbers noted here correspond to the section numbers noted in Attachment 1 to our letter AEP:NRC:0514T, dated April 10,

1987, a copy of which is enclosed with this letter.

Section 2.2:

Will you mark the MCL (maximum critical load) and DRL (design-rated load) on the crane as required by Section 2.2 of NUREG-05542

~Res onse Both maximum critical load and design-rated load will be identified on both sides of the crane.

Section 2.3:

Address the applicability of the first paragraph of Section 2.3 of NUREG-0554, regarding hazardous environmental variables for the design of the crane.

R~es onse We do not believe this section to be applicable, since the auxiliary building crane will be used only in the mild environment of the auxiliary building.

The ranges of temperature,

pressure, and humidity anticipated for crane usage are as follows:

Temperature:

Ambient temperature inside the auxiliary building with seasonal variations between winter and summer.

Pressure:

Ambient pressure except during refueling outage activities, when slightly negative pressure

(> 1/8 inch w.g.)

will be maintained as required by Technical Specification 4.9.12.d.4.

Humidity: This could range from a minimum of 0% to 100%.

Section 2.7:

Explain the sentence in Section 2.7, "The fatigue stress level of materials is typically beyond normal design stress allowables."

~Res onse The allowable stress range for fatigue design is higher than the normal design allowables of 'Crane Manufacturers Association of America (CMAA) Specification No. 70-1975.

As a result, a

r

~

t

Attachment 1 to AEP:

C:0514V fatigue analysis will not,be performed, since it is not a governing factor in design of the crane.

Copies of the pertinent pages of the CHAA specification are enclosed in.

Section 4.1:

The last sentence of the first paragraph of NUREG-0554, Section 4.1, states that protection against excessive wire rope wear and fatigue damage can be ensured through scheduled inspection and maintenance.

Include a

statement concerning maintenance and inspection of wire rope in your letter.

~Res onse Plant procedures

require, as part of the preventive maintenance program, periodic inspection of the wire ropes of the auxiliary building crane for excessive wire rope wear and damage Section 4.1:

The last sentence of the first paragraph of NUREG-0554, Section 4.1 states that the maximum load (including static and inertia forces) on each individual wire rope in the dual reeving system with the MCL attached should not exceed 108 of the manufacturer-published breaking strength.

Address this issue in your letter.

~Res onse The maximum load (including static and inertia forces) on each individual wire rope in the dual eeving..ystem with the MCL attached will not exceed 10% of the manufacturer's published breaking trength.

Section 4.4:

The first sentence of Section 4.1 of NUREG-0554 states that the maximum hoisting speed for the critical load should be limited to that given in the "slow" column of Figure 70-6 of CMAA Specification 070.

Did you commit to this CMAA specificationt

~Res onse Yes.

The maximum hoist speed for. the HCL (approximately 4.5 FPM) is less than the suggested operating speed in the "slow" column of Figure 70-6 of the CMAA specification, a copy of which is enclosed in Attachment 2.

Attachment 1 to AEP.

0514V

's Section 4.6:

Clarify your action in response to the NUREG-0554, Section 4.6 requirement that lifting devices and hooks should be designed or selected to support a load of three times the load (static and dynamic) being handled without permanent deformation.

R~es onse The lifting beams and other devices attached to the crane hook block will'be designed to have factors of safety based on guidelines noted in NUREG-0612 and NUREG-0554.

Each device will be able to support a load of three times the load (static and dynamic) being handled without permanent deformation as recommended in Section 4.6 of NUREG-0554.

Section 8.1:

Clarify the 125% load test versus proof-testing to verify the ability of components or subsystems to perform.

~Res ense Proof-testing of a subcomponent is an independent verification of the subcomponent's ability to perform.

The main hook block and eye bolt of the hook block assembly will be tested at 200%

of the design-rated load (DRL).

Before and after this test, the hook and eye bolt will be subject to nondestructive examinations.

The wire rope supplier will test a section of wire rope by subjecting it to an overload condition until breaking occurs.

No other components of the crane shall be proof-tested.

Upon successful completion of the above proof

tests, the overhead crane will be tested at 125% of the DRL.

This test will ensure the ability of the crane and its subcomponents to perform their intended function.

Section 8.2:

Provide clarification concerning the load test that will take place on the modified crane.

~Res onse The overhead crane will be tested after installation by means of a no-load test and a 125% capacity load test.

The no-load test consists of operating each crane motion to its extreme travel limit without a load on the hook.

During the no-load test, the crane bridge shall travel the entire length of the runway, the top-running trolley shall traverse the crane bridge, and the hook block shall be operated through its complete vertical travel limits.

Upon successful completion of the no-load test,

C'~

~

') 4.

Attachment 1 to AEP:

0514V

~

i ~

Page 4

the 125% capacity DRL test will be'conducted.

Each crane motion shall be engaged with the 125%

DRL test load suspended from the hook.

However, due to the physical restrictions of the plant, each motion will not be operated to its full travel limit during the 125%

DRL load test.

(10)

Section 8.3:

Why did you take an exception to the load hangup test2 Provide some documentation showing the adverse effects this type of test could have on the crane.

~Res onse Load-anchor testing is not recommended by the crane manufacturer (Whiting Corporation).

Since Whiting customers have followed the recommendation, there is no available information on past load-anchor tests.

The overload-sensing device 'will be preset and tested using a load higher than the preset load.

The last sentence of Section 8.3 of NUREG-0554 states:

"The crane manufacturer may suggest additional or substitute test procedures that will ensure the proper functioning of protective overload devices."

Based on that provision,"and per crane manufacturers'ecommendations, we are planning to perform the overload testing.

NRC uestion Section 9.0:

Clarify your commitment to Section 9 of NUREG-0554.

In particular, the preventive maintenance program should include such items as. servicing, repair and replacement requirements, visual examinations, inspections,

checking, measurements, problem diagnosis, nondestructive examinations, crane performance

testing, and special instructions.

State your commitment to the above requirements in the letter.

~Res onse The operating manual supplied by the crane manufacturer will comply with Section 9.0 in its entirety, including details on preventive maintenance program items note'd in the first paragraph of Section 9.0 of NUREG-0554.

The existing plant procedures on the preventive maintenance program will be revised to address the above-noted items.

(12)

Item 4:

Clarify your response to refer to the guidelines of NUREG-0612, Section 5.1.6, on design of interfacing liftpoints.

Attachment 1 to AEP:

0514V R~es ense The non-redundant or non-dual lift-point system will be designed to have a design factor of safety of ten times the maximum combined concurrent static and dynamic load in accordance with NUREG-0612, Section 5:1.6 Item 3(b).

ATTACHMENT NO.

2 TO AEP:NRC:0514V

Jean 3.3.3 DESIGN LIM)TATIONS 3.3.3.1 Welded Box Girders.

Welded box girders shall be fabricated of structural steel with continuous longitudinal welds running the full length of the girder. All welds shall be ample to develop the beam section for the maximum shear and bending.

3.3.3.1.1 Proportions I/h should not exceed 25 I/b should not exceed 60 b/c should not exceed 60 The h/t ratio of the web

plate, when provided with transverse stiffeners or diaphragms as specified in Section 3.3,3.1.5 is limited by the use of longitudinal stiffeners, as follows:

The h/t ratio of the web shall not exceed:

C(k+1) 17 6 nor shall. it exceed M

't fc Where: The coefficients C and M are as tabulated below:

Longitudinal stiffeners M.

None 81 188.'.,

-.One 162

~

376-'wo 243 564

'or other values of M at reduced

~iress levels, see the following table.

Max h/t for 16;3 ksi compression stress 188'.

Max h/t for 12.0 ksi compression stress 220 Max h/t for 10.0 or less compression stress

~

240 Where:

I

=

Span in inches b

=

Distance between web plates in inches c.

~

Thickness of top cover plate in inches

-... fc Maximum compressive stress (k.s.i.)

ft

=

Maximum tensile stress (k.s.i.)

h

=

Depth of web in inches k

= ft/fc t

=

Thickness of web in inches

~ ~

3;3.3.1.2 Longitudinal Stiffeners

~ t\\

~ )

~ ~

~ s.i

{'

~ ~ ~ <<is+

~ ~ ~ 'v ~i i.'lt 3.3.3.1.2.1 When one, longitudinal stiffener is used it.shall. be placed.so that its centerline is 0.4

'"times'the 'distance from the inner surface of the compression flange plate to the neutral axis. It shall have a moment of inertia no less than:

a 2

Asa 3

4 I

~

1.2 0.4 + 0.6 +

0.9

+

8 ht

~

in.

h h2t (13)

If f is greater than ft, a distance equal to twice the distance from the inner surface of the compression flange to the neutral axis shall be substituted in place of "h" in equation for Io, 3,3,3,1.2,2 When two longitudinal stiffeners are used they shall be placed so that their centerlines are 0.25 and 0.55 times the distance, respectively, from the inner surface of the compression flange plate to the neutral axis. They shall each have a moment of inertia no less than:

I

=

1.2 0.3 + 0.4 +

1.3

+'4 ht

~

in.

a a 2, Asa 3

4 h

h2t 3.1.2.3 If fc is greater than ft, a distance equal to twice the distance from the inner surface of the compression flange to the neutral axis shall be substituted in place of "h" in equation for Io.

Where:

a ~ The longitudinal distance between full depth diaphragms or transverse stiffeners in inches.

. As~ Area of one longitudinal stiffener in square inches.

The moment of inertia nf longitudinal stiffeners welded to one side of a plate shall be calculated about the interface of the plate adjacent to the sti',fener.

For elements of the stiffeners supported along one

edge, the maximum width to thickness ratio shall not be greater than 12, and for elements supported along both

edges, the maximum width to thickness ratio shall not be greater than GB. If the ratio of 12 is exceeded for the element of the stiffener supported along one

edge, but a portion of the stiffener element conforms to the maximum width.thickness ratio and meets the stress requirements with the excess considered as removed, the member will be acceptable.

3.3.3.1.3 Basic Allowable Stresses Tension ~ 17.6 ksi

'ompression

= 17.6 ksi when the ratio of b/c is equal to or less than 38.

When the ratio of b/c exceeds 38, the allowable compressive stress shall be computed from the following formula:

fc

~

176 b/c

=

40:

fc

~

16.3 ksi b/c

=

44:

fc

~

14.1 ksi b/c

~

48:

fc

~

12.4 ksi b/c

=

52:

fc

~ '11.0 ksi b/c

=

56:

fc

~

9.8 ksi b/c

=

60:

fc

~

8.9 ksi

t

~ J

~

~

<<1

Shear ~ 13.2 ksi Bearing

. 26.4 ksi on plates in contact Allowable Stress Range

- Repeated Loads:

Members and fasteners subject to repeated load shall be designed so that the maximum stress does not exceed that shown

above, nor shall the stress range (maximum stress minus minimum stress) exceed allowable values for various categories as listed in table 3.3.3.1.3-1. The minimum stress is considered as negative if it is opposite in sign to the maximum semess.

The categories are described in Section 3.10 with sketches included.

The allowable stress range is to be based on the condition most nearly approximated by the description and sketch.

TABLE 3.3.3.1.3-1 Allowable Stress

Range, Fsr ksi Crane Service Classification A and B

Cand D

E Category Number >f Loading Cycles 20,000 to 100,000 100;000 to 500,000 500,000 to

. 2,000,000 Over 2,000,000 A

B C

0 E

F G

40 33 28 24 17 17 15 32 25 21 17 12 14 12 24 17 14 10 7

11 9

Steel'ill Service A.I.S.E.

Spec.

Stiffened Plates in Compression:

When one, two or three longitudinal stiffeners are added to a plate under uniform compression, dividing it into segments having equal unsupported widths, full edge support will be provided by the longitudinal stiffeners, and the provisions of Section, 3.3.3.1.3 may be applied to tlie design of the plate material when stiffeners meet minimum requirements as follows:

For one longitudinal stiffener at the center of the compression plate, where b/2 is.

the unsupported half width between web and stiffener, the moment of inertia of the stiffener shall be no less than:

1

~.

0.6 +

~ 0.2

+

3.0 bt

~

in.

a a2 As>

3

.4 0

b2t

/0"

-i'

1

F IG. 70-6 SUGGESTEO OPERATING SPKKOS FEET PER MINUTE opocity in Tons Slow HOIST t>edium Foat Slow TROLLEY Medium Foat Slow BRIDGE Medium Foat 3

2(I 5

20 7-20 10 20 15 15 20 35 35 30 30 25 40 125 70 125 70 125 7C 125 60 125 50 125 150 200 150 200 150 200 150 200 150 200 150 200 200 200 200 200 200 200 300 400 300 400 300 400 300 400 300 400 300 400 2

15 25 30

'I 00 150 175 200 300 400 30 15 25 30 100 125.

1 7.5 150 250.

350 35 10 40 15 25 100 25 100 125 150 125 150 150 250 350 250 350 50 60 100 150 10 10 20 20 18 12 12 75 75 50 50 30 125 150 100 150 100 125 100 125 50 100 100 100 50 50 100 150 75 100 200 300 200 300 150 200

',~R FLOOR CONTROLLED CRANES, I T IS RECOMMENDED THAT

,< VOLLEY AND BRIDGE SPEEDS NOT EXCEED THOSE G I VEN IN

~ 'iE "SLOH" COLUMNS.

ATTACHMENT NO.

3 TO AEP:NRC:0514V

0