ML17194B144

Forwards Draft Technical Evaluation of SEP Topic III-2, Wind & Tornado Loadings. Some Structures Cannot Withstand Postulated Dbt.Evaluation Will Be Basic Input to Integrated Safety Assessment of Facility

ML17194B144
Person / Time
Site:	Dresden
Issue date:	06/18/1982
From:	Oconnor P Office of Nuclear Reactor Regulation
To:	Delgeorge L COMMONWEALTH EDISON CO.
Shared Package
ML17194B145	List: ML17194B144 ML20054K122
References
CON-NRC-03-79-118, CON-NRC-3-79-118, TASK-03-02, TASK-3-2, TASK-RR LSO5-82-06-063, LSO5-82-6-63, NUDOCS 8207010101
Download: ML17194B144 (81)

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Docket No. SQ.;;237 LS05-82 063 Mr. L. DelGeorge Director of Nuclear Licensing Connnonwealth Edison Company Post Office Box 767 Chicago, Illinois 66690

Dear Mr. DelGe9rge:

~{

June 18, 1982

SUBJECT:

SEP TOPIC III-2, WIND AND TORNADO LOADINGS DRESDEN NUCLEAR GENERATING STATION UNIT 2

• Enclosed is an evaluation of SEP Topic III-2. This evaluation compares your facility as described in the Safety Analysis Report you supplied on February 22, 1982, and other information on Docket No. 50-237 with criteria use.d by the staff ~~or** licensing new facilities.

This evaluation will be a basic input to the integrated safety assessment of your facility. This topic' may be changed in-'the future if your facility design is changed or if NRC criteria relating to this topic is modified

'bef-0re the integrated assessment is cofllpleted.

Enclosure:

As stated cc w/enclosure:

See next page 1"8207010101 020618.

I PDR ADOCK 05000237

' P PDR

....... ~.~.~.~.:~.LI **..... ~.~~.Ff.I~.......

...... ~~~@~~.~~ ~~~/~~~..

.......... /.....................................

USGPO: 1981-335-960 Sincerely, so<f r,Pau.l O'Connor, Project M~nager

• ,Opera~ir,ig Reactors Branch No. 5 Di_visf on,*'of L 1censing C::.S' c..sf (1,)

SEPB: D~.,__,

A 0 i:oL Grcf;~as

'I 6!\\~!82. '

ORB#5:PM OFFICE........................

RHermann WRussell

-PO'Conno~

DC chfield SURNAME *

• 61.... 1............. ************************ ************************........ ~.. ;...........

DATE ****.1 l.. ~~.......... ~(0.(.~~...........~/rY..~.~.:..... '.: *.~!!~}~~..........

NRC FORM 318 (10-80) NRCM 0240 OFFICIAL RECORD C'

~-

• -:~r. L1' DelGeorge.

cc..... '.

.* Robert:G. :Fitzgibbons~ -Jr.*... *

, Isham, Lincoln*& Beale*

.*. ~,.<. -.Th-reefi.rst.National Plaza:.*

• . sufte'.5200-Chi ~ago:, Illinois.606.02 Mr-.: Doug: Scott.

. *... ~.. :.*..e

. : ; ;. ~ '

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• Dr~* Martin J. *steindler -

• Argonne National LaboratOry..

9700 South* Cass Avenue - * *

• • -.~*Argonne~.Illi~o.is ;.*60439'

.. Daniel. Mintz,~ Esquire. *.*.

• l*

P.l.an*t Superintendent.

Counsel for Petitioners

• Rural* Route #l **

• Mor.ris, *1111nO:is* 60450:,.

• .* \\..

.

• u.'* S*~ Nucl ea~ ~eguJ'atory*Commis'sion<

... Resident Inspec:;tors Office-.*

.- Dresden.station :

RR;. fl.

. * ~.

• Morris, ll 11 no'; s *, 60450...

(Citizens for*a Better*Environment)

Sutte..1600;:: 59 E *. Van.Buren:street*.

Chi ca.go,\\Ill i nofs : 60~05: :*

• .Dr~ Robert L.: Holton

.. School of Oceanography Oregon.state* Un1vers1.ty.

Corval_lh, Oregon* 97331-' *

.. * ** Mary Jo Murray:.-

.. * ".. : Assistant Attorney General

• * **.** Envirotimentar Control D1V1Sion'1

• .. Ja~es.. G~ *Keppler, :*Regional:AdministratOr.

Nuclear Regulatory CommiSsion; Region. III* :*.* *

".. * **. :.1aa: w~*- R*andolph:*;Srtre~t -~.*

• Suite 2315

*... :.'Chieago9'. lllino1s**. *60601

~*.

Chairmarl.:'

• _.

Board.,c>CSupe.rviso_rs*9f *:

. : * *. o-Grundy* County * *

.. - Grun:dy: County: Courthouse

~:*Morris, Illinoi_s* 60450

• .I llit10i s : Department of NI.le 1 ear *safety

'.** -1035 outer Park DriVe, Sth Floor

• • Springfield, Illin~is 62704.: *~.

U~-S. Environmental Protection Agency

. Federal Activities Branch * * *

• _:-:*'.. Region-*v*Office.

• .ATTN::.* Regfonat Radfa'~ion~* Representative

• 230 South.

Dearborn. :

Street: * * *

..... Chicago-,,. Illinois *60604*.

-* The.Honorable Tom Corcoran*

• • • • • Uni ted>States House of. Representatives

• Washington, D~ c.

20515

• John H. Frye, III, Chairman

• Atomic. Safety and Licensing Board

• . ***

• U.-

S~ Nuclear Regulatory *com"'ission. * *

., Washington, D. c. 20555

• 7:99 Roosevelt *Road *

• GleriE1lyn,;Jllino1s***6o137: * *** *

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' ' ' *.. **SYSTEMATIC EVALUATION *PROGRAM*":

... TOPIC *I II-2:

*.*.r.

. **. DRESDEN *2.. *. *

• .. TOPICi*.*.III-2,'.Wind and*Tornado Loadings_*

f*.

• . I :_. *. ' INTR0Du cf ION *

~.. ;

The safety, objective of this* review 'is.to assure.that safety-related.

. structures~ systems; and c6mponents.are ade~uate.to~resist ~ind-and - *

• .tornado:_ loadj_ngs includin*g tornado: pr~ssure drop :.loading._.

IE. " REVIEw*:cR:-ITERIA' '

,. The review criteria* governing this topic is General. Design*Criteria. **

.2,, design.bases for protection against natural phenomena.

II I.. RELATED SAFETY TOPICS AND. INTERFACES"

• . 1.. Tornado missiles are. reviewed in *SEP Topic II I-4.A.

• .2.

• Structures* wh-i.i::h are cons:idered saf:et.Y.-re.*lated are: given in SEP Topic IlI-1.

3.. Wind and"tornadoparameters* are given* in. SEP Topic II-2~A.

\\4*..

Design *codes, criteria and.load combinations,. are reviewed in.SEP Topic III-7:. B.

IV, **.. **REVIEW GUIDELINES *

.**.*The currently' accepted 'design criteria for wind. and tornado *loadings -

is outlfned' in Standard Review Plan Sections 3.3.1~**3.3.2~ -3~8and

.Regulatory. Gui des 1. 76 and l. 117.. Codes. and standards. :used for the.

• .review of structures at *the Dresden 2 facil ;ty* are given in. Enclosure.

• 1 to. this. *SE~.*.

Site specific ~indspeed and tornado* parameters were developed in Topic Il-2.A arid the* appropri(!te* values.were identified for.use as input to*.

• the wind and tornado 1 oading analyses.

Structures important. to safety.

• were-revtewed int.his.topic to determine* their ability to withstand these values* from. Topic-Il-2~A. Appropr.iate values for the Dresden 2 siti are a 360 mph windspeed (corresponding to 33Zpsf dynamic. pressure}

and a* 3~:0 psi (432 psfl '.differential: pressure',: The eva.luation and con...

• • clusfons are based on a Safety Analysis-Report supplied by the: licensee, informatjon available on. Docket *No. 50-237, and the information developed

• by the.staff given in Enclosure 1 to th.is SER.

The* SAR supplied by the l i'censee was incorrectly.* cased on. a* 337 mph design basis* tornado, Although Enclosure. 1 to the staff.._s SER on Topic II~2.A reported a median windspeed of 337 mph at 10-7 probability:of exceedence, the SER concluded that the values given*.in Regulatory Guide l.7.6 were appropriate~for the Dresden 2 site. This conclusion was based upon.

• using the upper 95th percentile confidence values.

Structural capacities were detennined and are given in terms of strength and corresponding wind-

. s,peed.

-:**~**-'** *:**.***- -*--*-******--:**-* *********::**--**--***-------******-**-* *-***-.. ****,..**-- *-**.....

. I V. _. EVALUATION.

• Encfosure l is a report entitled; 11Wi.nd and Tornado Loadings 11 *presenting

• . *our contractor's findings concerning the Dresden *2 facility.. The.

r:eport identifies limfting structural eiements *and their associated.

windspeed~ The* illtent*isto. verify the SAR* submitted by the_ licensee~

No analyses were perforined.'for safety-related systems and comp:O'nents~

Systems and-coniponents important to safety' not housed within. safety-***.

related structures should-be addressed b_y the l i cerisee. *.

.. Original Des:ign a.nd SAR Ccmcl ~sions~;.. :... __ **

• According to the-satety*AnalysfS Report*'and'other iriformation-suppli~d

• .. by the licensee; ~tructures at.the site.were designed for a straight win~ velocity of*-110 mphcorresponding to an actual applied load to the***.

structure after accounting for shape factors of 35 psf windward face *

... * 'and 21 :psf. leeward. face that are constant over_ the height of the.struc- *

- ture~ *A 1.3 increase i.n stress over code allowable*s>was permitted.

Additfonally, structures were designed for a l70 mph wind corresponding tcr a 75. psf load:. on the windward.. face and* 0 psf' on the~ leeward face.

Steel was* allowed-to go to yield.

The ventilation stack was designed*.

for an actual applied load of 26'psf up to 100 feet:abo~e grade and*

• 35 psf above 100'.. The tabular values for.pressure~in-ACI-505 were

• .increased for.. a *gust velocity of 110-mph:ib accordance with.* paragraph **

• ... 400 of :AC l-505.

. It was stated* th~t acceptance-cdteria~we-~e--ACF-allowable-C..uni-t<str~sses.

.. This information is given in Amendments 9 ;and lO to the FSAR.. A * *.

. sununary of the* ci:mcl us.ions reached* in the licensee ~s SAR is* givenc below..

• . Structure

1.

Reactor building

a.

Reactor building below refueling

• floor

b.

Shear walls.in reactor building below the refueling floor c.... Blow-off panels on* reactor.

building superstructure

• 2.

• Cri bhouse

a.

2 foot thick reinforced concrete

• slab.at. grade Capacit;y Meets NRC criteria for des igr1.

basis tornado Tornado. winds of 500 mph Differential pressure of 70 psf (117 mph)

• 3 psi differential pressure

---

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-: * > Struct~re *

.* * *.Capa~ity.

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• .4.* _Turbinebuilding_ ::*:***

.a-~ *:;*shear* walls

. ' (.

• • . ~.

• b;'

Steel* superstr,uttu're **above* * * **

• Not required for safe shutdown

... j;.

Tornado _winds'. of _500:mph, ** **

• Tornado winds of:250~mp~-~

. ~.

main floor *

.

• 5.. ** VenLstack:k*

• • .. -Tornado: wjndsof* 300*'.mpti.

• Steel superstr1,.1cture *can.withstand:300* niph with call

• siding removed.

• • Airiendments i'3 and 14 state stack can withstand 300

. *:. mph without. loss of Junction. * *..

• Discussion

~urren~ critefia;fo~ straight wihd~l6adin~ is-given in. Stand~rd.Review *

-. Plan.2~J-~-l which* references :ANSLA58d; -_Current criter.ia requires

• design for strai'ght*wind with *a**probability of exceedance in one.year:

• -.of l0-2 and 7.for a.tornado.*. Straight wind*loadsd:i-ffer -from. -

tornado. lOads in* that.straight-~ind loads are considered*iri-*differen.t

. load*. combinations,. have different lo.ad factors in ultimate strength

• des.i gn o.f: concrete* and* have different acceptance criteria than *tornado.

wind.loads.

Additionally, straight wirid design includes* such aspects as gust factors and variation of force with hei'ght whereas.tornado

• _.*.design does no~.. Buildings at-Dresden}.were origin~lTy d~sig~ed

• as stated previously.

ANSI A58.l spec1f1es a-10~2 w1nd.*wh1ch is approximately82 mp~at an elevation of 30' above grad~.* Per current criteria,.load ~bmbinations. involving dead, live~ wind,. pipe reac~

tions, and thermal are allowed a.:30% increase in*.allowable stresses for concrete structures if.working stress method are used and a 50%

increase in stress for steel structures, if. elastic design methods areused.

The or.ig.inal.design by theJicensee*utilized working stress.-

.... *. - design methods for~. steel and concrete de.sign;.therefore, the load factors used ~in the.original~design*~re the same as ~urrent criteria,: -

The magnitude of the straight wind. loads*, iricludirig localized effects, used in the *original* design. is greater than that required by current

. criteri~. Although not* specifically stated, it is assumed that the

• 35 psf and 2l psf were used.in the design of individual wall panels as this'would be,-in agreement with-normal wind.design procedures.

The 1/3 increase in allowable stress utili.zed by, the licensee does.

not imply structural fa.ilure since increases of 30% and 50% in allowable.

• stress above code allowable are permitted for load combinations involving all operating loads (dead-load, live load, wind load,

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... whether pipereactioriloads*were.included.in the original design.in*

• .combination with wind loads~ -it may be.*pos.sible to overstress soine

• structural elements* if these* loads.. *are combined-with.wind..

_Although this'is*r-ossib.le,.it*is_:unlikely:to occur for str~c~u~es

• ** *that" are able to withstand.:the design'.tornado*Joads s_ince.. these. loads:

• are signi fi car:itly more,,*demanding than* the* w)nd 1 oad and 'wo!,Jld, there-

.. fore; provide.:~margin.tci,*accomodate;pipe,reaction.. loads.** The licensee.

has*.stated that* a*.snow--load of 25 psf*was combined-with* the-wind load**

• * *.*in.the -ori.g_i.nal dE!sign..

• Thfs.. _:load:and--load combi.nation corresponds

• to* current criteria; The original* straight. wind, loadJfor the vent stack (26 psf actual applied load after accounting fol". shape factors*below-100 1

• and *36 psf actual applied load.after accounting.for. shape factors above 1 oo*)

• *. is comparable to *that required by current criteria~ It is equivalent to the requirements of ACI 307~79* and co~parable to* ANSI.ASS. 1-1972.

~-

.* The staff has ana lyze~f.the react~r bui 1 ding,* cri bhouse, HPCT. pump :.

- building; and :diesel*. engine room in** the turbine' building; The results*

in* terms of 1 imiting windspeed at which acceptance criteria for limiting structural~elements is exceeded is given below:

..... :.*. *. --~~*.Cause. of2l. *:.: *wj nd-Corresponding sf~u~ture.. ~:~:~*::"*-Eie~~~tll'

' *Failure

.*.speed '(mph".

Pressure-:(psf)

Reactor building_:. Roof beams:

1

• Cri bho-use,:

HPCI* Pump *

• Building_

. DieseLEngine

• Room in-Turbine

. Building.*

-Roof bracing sys.

East side-steel columns South sidesteel

. co 1 uinns.

• .Reinforced. concrete*

~alls and.colu~ns

• below refueling

.floor

• 1 1

l*

Roof reinforced

• concrete slab.* )(.Circulating..

• • water pump area.

Reinforced* concrete.*..

roof slab. and walls South side concrete

• wall East* sfde ~oncrete wan

. 2.

. 342

• . 299 33gl/ *.

29.4 160.

66

- 279 199

>360

>360

..360..

>:360 180

. 166

• . ~ ~. ;

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---

-*--------*- -* ------..=.- - - ---- ------ -------**--*---*. - ---_-

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.. l/.. The,first.el~ment identified for each structure is the limiting..

element.. *.Additional elements. that.have been found to be inadequate

• • • are subsequ.ently.1 isted.. Note.that this table does not :;mply that *

. all -,inadequate elements have: been identified or that entries are * *.

listed with: respect to the most criticaLloading 'c:ombination~ - *

• ,. Struc.t.Ural**details: not*..in*clUded.ifl thiS.. revieW.are windows,. doors*...

• *and roof.decks.

• * *.y *.Key: ; l=tornado: dynamic :pressure; -2~differential pres~fr1re;

• 3,;,high

. wind dynami-c pressure~ *.Tangen:tial.windspeeds* are1.. l isted.for**. * *

.. differential. pressure failures;-..

]./ The-strength is based onthe.integrated capacity and action :o(

• a 11 the components of. the structural system.

. The ~esults indicate_ that th~ reactor bullding below-the operating floor, -

portions of the cri bhouse and. HPCI pump building are adequate to resi'st the design basis tornado loads.- Jhe reactor *building above.*the operating floor and portions of the.diesel engine.room cannot withstand the design basis* tornado. loads.

• The~* staff's conclusions agree, with> those presented

• by the licensee*for the reactor* building below the operating floor.

The license~ has s.tated _that the reinforced concrete.: sections of the* turbine.

building.. are similar to the reactor building and can withstand tornado

• . * :winds. of 500 mph... Since th~ staff*:s *conclusions. for *the *reactor* bui 1 ding

. *: *agr.~e with the.licensee's *and by *inspeC:tfon the reinforced concrete. *

• sections, of the. tiJrbi.ne bui 1 ding _appear similar *.to thpse* of,the reactor.

>* build-Ing, it**is inferred.,that the portions* of the turbine** building* below the m~in floor composed Of.reinforced concrete wi.l.l be" adequate to.with-stand. the design basis. tornado *loads.. (The control" room is housed within*.*

this area and has substantial walls _o.f *its* own within. the turbine. building.)*

Above the operati~g _floor of. the reactor building,- *the staff has calculated capacities*of the steel framing assumirlg the siding remains* intact.

The.**

upper *level*. is equipped with the *blowout panels and, therefore, it appears.

'that not. an* siding will" become removed.as. stated ~by the licensee.

The

. siding appears to. have:more-strength than siding elsewhere where strengths

- have been calCulated by the staff and, therefore, no analogies can be.

' drawn.

No. exterior masonry walls-have* been *found except".for. walls in the cribhouse~

The li.censee* has stated-that safety-related components in the cribhouse*

are the *containment cooling serv.ice water (CCSW) suction header and diesel generator cooling water pump and*that these are adequately protected.

• • Calculations performed by *the staff support.these.conclusions except for the CCSW *pumps.

It appears. that the suction. header. is protected*

as stated~ but the pump motor itself is not.

• The pump appears to be enclosed in a masonry wall structure and it appears that the structure **

will be inadequate.to* withstand design basis* tornado* loads.

.. ---...------**--* :..-~.-:::_._*-.~.. ****-** -:_. ___, -~-... : __

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No *capacity v.alues were given in the sAR for the venti,lation st.ack.'.

Calculati.ons should be submitted to support the, statement that the.

stack is.:adequate* for< a. 300 mph tornado or it* should be_ demonstrated.

• that st.ac~ failure.~i.11. not.result jn unacceptable consequences.

,.:*B*l.~wout::~~ne.l ~.*~~ p~ovi ded above._ the** m~:i~*~fl oor* of** th~~furbine.*'*.*.

~building; \\The~staff:h~s*not inve~tigated the adequacy 6~turbin~.

building* above. the matn*. floor;. however, there,.are no. safety'."'related*.

• systems.or. components. located_.at this* leveL:

_ *Roof decks" consistin9... of: pui l t-up 'ro*ofing* as. oppo$.ed:. to;* structuraf

• roof**slabs;,:made of *concrete.*were not "lnvestigated:.by<the. staff>. It.

• is expected that.such roofs will have mi.nimal resistance to differential pressure.

1

• :Vl.:

CONCLUSIONS

• . It. is cone l uded *that portions: o( some structures cannot with stand

• the postulated desigri basis tornado,lriad~ of 360 mph wind ~nd 3.0 ~si

• pressure* drop:

• The staff agrees with the licensee. that the reactor building below~

the operating, floor, portions* of the* cri bhouse ;* HPC Lpump

• building,..

. and tUrbine buH ding. below* the ma.in* floor* composed *of ~einforced.* *

• concrete.. c.a_n~ a~equately resist *design basis tornado loads~.*

The licensee *should either*iinplement modifications *for*the fol-lo.wing.

. structures or demonstrate. tha.t the* consequences of their failure <<if.

• * "s !Jbj eCted to tornado 1 qads a re acceptable:

.1..

• Reactor.. building*structure above the oper.ating*fi~o;\\.,(including.

sidingL*

2.

Safety~related equipment not inside qualified structures.

3.

Roof decks on ~Category' 1 structures.

4. *. Diesel** engine *room (eastwa l ll. inside.turbine*.bl.ii lding:*

• For. the :following** structures, the licensee should* either demonstrate*

• acceptability.for tornado.' loads.or. that the* consequences of*failure if subjected to tornado *loads are acceptable:

1.

• Failure.of non-Category.1 structures upon Category 1 structures

(_e.g.,.vent stack}.*

2~

Containment cooling *service*water pump,* pump*.motor, electrical.

ca5les. and discharge piping enclosure.

... : :\\ -.

~ *,. ;

.,}

...;.f_

It should be determined whether operating.pipe reaction *loads and

• thermal loads were considered with wind in the orJginal *design.. If

these lqads.were' not,.the effect of combining.them* should be addressed: '

I I

The*need 'to implement m6-difications or perfo~m additional analysis*

.in :order to **asst.ire that structures~. syst~ms* and :components can adequately.

.res.ist.wind::and*.tornado loads will be determined during *the.. integra*ted*

as.sessmen't. : **.. *...

• • --=..

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• 1

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. *<DRAFT)

T~CHNICAL EVALUATION REPORT WIND AND TORNADO LOADINGS <SEP, III-2)

COMMONWEALTH EDISON.COMPANY DRESDEN NUCLEAR POWER STATION UNIT 2 *

............ ~

l!EI!!~ *r

• I:.

• NRCDOCKETNO. 50-2~7..

~

)~a.ct.A.*c:No.:. 41607' *

!i

• NRC CONTRACT NO. NRC-03-79-118'

.* Prepared by Franklin Research Center 20th and Race Street Philadelphia, PA. *19103

. Prepared for *

• Nuclear Regulatory Commission.

• Washington; O.C.

• 20555*..

FRC eROJECT c$7

. FRC AS~IGNMEN.Tr;' l{t...

• FRC.TASK 401 *

.. R. Agarwal

• Author:

D. J. Barrett FRC.Groi.Jp Leaqer:

D *. J..* *.Barrett

• Lead NRC Engineer: D. Persinko June* 21, 1982

• - This report.was prepared as an account of work sponsored by an agency of

• . the United States Government. Neither the United States Government nor.

any agency thereof; or any of their employees, makes any warranty, ex-.

• pressed. or implied~. or assumes any-legal liability or responsibility. for any third party's use, or the* results of such use, of any information; apparatus,

• . product* or* process disclosed in this report, or represents that its use. by * *

such third party would not infringe privately owned rights *.

. ~nklin Research Center A.Division of The Franklin Institute

• • The Benjariun Franldln PartcwaY, Phila.; Pa. 19103 (215) 448-1000

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.. _._ ___ ** ___ _;_,_; __________.. ____.. __,c.'.:..._ ** *-----*------** --

.. _______ _. ___, ***----'*-*"---:~:!

<DRAFT)

-TECHNICAL: EVALUATION REPORT WIND AND TORNADO LOADINGS <SEPJ III-2)

COMMONWEALTH EDISON COMPANY DRESDEN NUCLEAR POWER STATION UNIT 2

-.Hmitailll NRC DOCKETN.b. 50-237 -

NRC TAC N0. __ 41§07.:**

NRC CONTRAC_T NO. NRC-03-79-118

- Prepared by Franklin Research Center 20th and Race Street Philadelphia, PA 19103 Prepared for

- Nuclear Regulatory Commission Washington, D.C. 20555 June 21, 1982 FRC,P.ROJl;CT CS2S7

. FRC. ASSIGN~~T-~ 14J

- FRCTASK 401 R. Agarwal Author:

D. J. Barrett FRC Group Leader:

D. J. Barrett Lead NRC Engineer-:* D. Persinko This report was,-prepared as an account of work sponsored by an agency. of the United States Government. Neitherthe United States Government-nor any agency thereof, or any of their employees, makes any warranty, ex-

-pressed or impUed, or.assumes any legal liability or responsibility for any.-

. third party's use, or the results-of such use, of any information, apparatus,

• product or process disclosed in this report, or represents that its use by _

such third party would not infringe privately owned rights.

. * -~nldin Research* Center A Division of -The Franklin Institute The Benjamin Franlclln Parilway, Phila., Pa. 19103 (215) 448-1000

Section l*

CONTENTS*

. Title INTRODUCTION 1.1 Purpos~Lqf Revi~.... c.

1. 2

• Ge~eri¢;.., i:~sue-:~Ba:ckgr.our:id :.

1.3 Plant~Specific Background

• i 2

REvIEW CRITERIA.

• 3 TECHNICAL EVALUATION 3.1 \\General Infqrmation 3.2 Reactor Building

• 3.3

• Crib House 3~4 High i>ressure Coolant Injection P.UmP-:Buildiiig;::;.

4 3.5 Diesel Engine Room.

CONCLUSIONS

• 5 REFERENCES APPENDIX A - REACTOR BUILDING DESIGN REVIEW CALCULATIONS APPENDIX B CRIB HOUSE DESIGN REVIEW CALCULATIONS APPENDIX C - HIGH PRESSURE COOLANT INJECTION PUMP BUILDING DE.SIGN REVIEW CALCULATIONS APPENDix*D.

DIESEL ENGINE ROO!{ DESIGN REVIEW cALCULATIQNS.*

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TABLES Title

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l summacy. of:,Coricluaions from,: Dresden* unit.: 2.*

SEP. Topic III~2L SAR*

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• .Strength' S~'

of tne:. Structure* Components*.Aha~yzed;* *

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. TER-CS257-401 FOREWORD This Technical Evaluation Repqrt.was prepared by Franklin Res~arch Center under. a contract with :,th~.u!s. Nucla.~~:. Reg~.l,.atory CQmmisE!.i<>n... (Off.ic::e ~*of Nu_g).~~~.. Reactor, Re9,µl~J:j;.Qn.~ >Di. Y,i~i99;'of Op~-~~ t;ng Re~c~pr.s ),._ fqr ~:' t~99.J)ig~l~~:

assistance in support of NRC operating reactor licensing actions.

The technical evaluation was conducted in accordance with criteria established by.

the NRC.

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INTRODUCTION l.l PURPOSE OF REvI:E.W In the Systematic Evaluation Program (SEP), licensees are required to establish the ability of Class I struc::tures to safely withstand a high wind or.

tornado strike. After conducting *an apprp~riate investigation, licensees

.. report thE!ir. an~lyse§.and. conclu~j,ons *.in a.safety analy_sis r~pott (SAR).

The purpose of.;.. the,pr.~sen.~*,_review' i~ ~*.to. provide.;a ~tec::h.niq~J ~ ev:aiu~t;.+/-on of._ th~ 2* SAR, prepared by*C0mmonwealth Edison Company (CE~) for the.DtE!sdenNuclear. POwer Station, Unit 2 * (l].

1.2 GENERIC ISSUE BACKGROUND Some operating nuclear plants wer~ designed on tbe~.. basis of local

• building codes which did not* *consider the effects.* of the *high wind speeds of*.,

tornadoes *. Since the construction of these plants, research bas led to an understanding of the various phenomena that occur during a tornado strike, and,*

this knowledge bas been incorporated into.the definition of. a design basis tornado (DBT) in Nuclear Regulatory Guide 1.76 [2].

Due to the concern regarding the extent to wbiCb older nuclear plants can satisfy DBT licensing criteria, the.Nuclear Regulatory Commission (NRC), as part of the Systematic Evaluation Program (SEP), initiated Topic III-2, *wind and Tornado Loadings,.*

to investigate and assess the structural safety of existing designs.against current requirements.

Licensees are required to prepare an SAR addressing the concern.of SEP

• Topic III-2.

The SAR should identify the limiting elements of the structural de~ign and specify the loading conditions.and threshold wind speeds at which buildings and components fail.

As part of Assignment 14, the Franklin Resear.cb Center * (FRC) is assessing the adequacy and accuracy of the SARs *.

Typical items reviewed are the tornado load calculations and combinations, the structural acceptance criteria, and the method of analysis.

In order to verify the conclusions on structural strength, a tornado analysis on a sample of Class I structures and components is also conducted.

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TE,R~S257-401.

1. 3 *.* PLANT-... SPEC.IFIC BACKGROUND

.Evaluation of the.Dresden Unit 2 SAR.was begun.in May 1982.

Prior to

. ~.

that time, CECO responded. to NRC requests for information *by providing :

• . ar~bitectural-engine~ring,, str~ctura1:cirawin'gi;~' :~-,Additional*;~ourc:es of.. *~.-*....

-. i~~orma~i~n w~re. ~ CE~ 'lett~r-:~n ~e SEP~:_-str~d~~~~i topi.c~.:[J] a~d: th~-'...

Dresd~n Unit* ;2 final "Safety. analysis\\report'..* (~SM) * [ 4h-

• _ The*, ~onclusions *

• . statecLby,-cECO. in*:th~*:.SAR:~_ar~'.slimma~~zed-i.n Table: l.

~ased.:on a vlsit to.the

. Dresden.Unit*, 2 site.;:**[Sl anp:consul'ta~ioni ~i-~ *-th~ NRC. Lead;~gi9~er ~.-t.be-~.

reactor* building,. the high.. *.Pressure coolant>injection<pwilp* building;* ~he diesel* eng~ne :-room~*- and* the* crib; house were established. as the-* pr_imary.

structures for ~evie~.

• .. All:* structures at Dresden Unit 2..were designed to" Uniform. Building Code.

criteria... [25]: and constr-ucted.. to withstand the.-maximum *potential *loading*. that *

. : re~ults.. :fi:om*_ a.- wind velo~ity. of~ 110.mph. [4]. *~ The Dresden U~it -2 SAR states**'

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• t;hat the current -NRC requirement* for a DBT**of 36o*mph.*has>been.rei>laced by a.* *

. 'DBT of. 337.-mph:. for** the:. purpose.:-of*'that* review *.[l].:

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TER~5257-401 Table 1.

Summary of Conclusions from Dresden Unit 2 SEP Topic III-2 SAR Class I Structures

1.

Reactor Building

a.

Reinforced concrete shear

' walls below refueling floo.r *-(Elev *. : 613. ft.o in)-

b.. structural'.::.steel superst:fµc;ture: -

above refueling. floor * *

(Elev. 613 ft O in)

Capacity TOrnado winds of up.to 500 mph

c.

Blow-off metal siding panels Wind differential pressure of on structural *steel superstructure. - 70 psf (117 mph)

2.

Cribhouse (reinforced concrete slab 2 ft thick at grade elev *. 517 ft)

3.

Off-Gas Filter Building

• 4.

Turbine Building

a.

Reinforced concrete shear walls

b.

Steel superstructure above the main floor

• • 5. Ventilation Chimney Tornado pressure drop of 3 psi Not required for safe shutdown *of* the reactor *

• TOrnado winds of 500 mph Tornado winds.of 250 mph Tornado winds of 300 mph

• It should be noted that the review of design of steel structures was conducted for windspeeds of 300 mph, as is stated in tl'?.e *Final.-. Safety Analysis Report *.

• However, the state-of..;.the-art design did not consider the

- specific_ form of pressure coefficients for exposed structures as has been recommended since by the Standard Review Plan.

When coefficients of ASCE Paper No. 3269 (11) are used, the steel rating is determined to be 250 mph using the same standard criteria in the original design.

• • The ventilation chimney has not been identified as a Class I structure in the Dresden Unit 2 SAR (1).

But in Reference 3, it is mentioned that the -

ventilation chimney shell remains intact at a wind velocity of 300 mph.

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• 2**, REVIEW CRITERIA The intent of code'* regulations.is to ensure the safety Of syst~ms vital '

. to ~th~* s*afe' shutdown of a. :reactor'.'. The': General' Design* Criter.ia (GDC) *:oL

• .** lo<::FR5o, Append.ix A *C6Lregulate.'*-the *designs* of.~these safe,ty *systems; in

• particuiar, GOC 2 '.requires.that* structures:* housing, safety-~eiated,equipment be*.*

-able.to *"ithstand-:th~* effects* of;*nat'ural-.phenQJDena:-such as* tornadoes.'

The

. d~si9n: ba~is: must* consider~ the:,most*:sev'ere:post:ulated. tornado as well as *the c~mbined effect~ of tornado,.normal, and 'accident conditions~

.,. ~

Regulatory Gui.de l. 76. defines a DBT. in terms c;;f* the parameters. of maximum

• -wind* speed,* maximum diff.erential pressure~-, rate, of pressure dr~p, *arid core radius;. given with respect to gec)qraphical iocatibn *.

The~specified'magnitudes*

• • .'of.. these** r~gional: parameters are the acc~ptable regulation' leve-~s, but '

additional -analysis may be.*. pe~formed*. where appropriate.to justify* the.*

selection.of.a less conservative-DST.

In Reference. 7, the NBC:established.the*

• . tornado parameters* to be used in the SEP study of the Dresden plant. * *

• Regulatory Guide l_.117 :[8]

• assistS. in the:*identificatiOn of struc*tures

. and* systems that should-.. be,pro~ected fr.om the effects of :a DBT~ *This

• . * : regulatory position is.elaborated* in *the ;Standard*:*Review* Plan'.* (SRP), *Section

• 3.3.2 (NUBEG-0800)' [9]'.

The analysis' presented in this. report is.of a representative sample of *safety~related.structural.systems. at Dresden* Unit 2.

With the dynamic* pressure and air flow ass~ptions.' from-the. SRP,.. Section.*

J.* 3.2, and wi~h the aid' of.

Reference:

10; a velocity~pressure _distributi'on mod,el* can be.. constructed from" the:- DBT. character.istics.

• The*:actual *forces**.

acting on a structurercan be.calculated. from this model* augmented J:>ythe

• ., experimental *data rep0rted in *References ll_ ~nd 12 *.. These forces arise. from wind-induced positive and negative pressures as well as from differential pressures.*

An additional tornado load. is the impact of wind-borne missiles against *..

., structµres. *

• The potential missiles are ident:ified in the missile ;spectrum of.

• the SRP~ Section 3.5.l.4 [13],_while the particular missiles to be.included *

• ~nklin Research Center A OMslon of The Franldln lnslitute. '

TER-<5257-401 in this study were identified by the N_:RC as part of the SEP assignment [7].

References 14 and 15 assist in the determination of the structural effects of missile impact, while.the guidelines of the SRP, Section 3.3.2 indicate acceptable combinations of impact effects with the loads resulting from wind and differential pressures.

Since t4~... DBT.. is considered.an extreme-environmental event,* tornado-inducf!d loads,<are patt; of*~~* loading ~,combinations to be Ufiled in extreme environmental-~design.. ~(s~e Art.1,cle CC~3000 in-~thE!-ASME~Boiler and Press::..:u=-=r::..:e=-*-----

Vessel Code [16] and the SRP, Section 3.8.4 [17]).

The structural effects of these loading combinations are determined by analysis; stresses are calculated either by a working stress or ultimate strength method, whichever is appropriate for the structure under consideration.** The ASME Code specifica-

. tions for an extreme environmental event permit the application of reserve.

strength factors to allowable working stress design limits, and also.permit.

local strength capacities to be exceeded.by missile loadings (concentrated

• . loads) provided that this caµses no loss of function in any safety-related

- systems.

The sources of criteria described above andother source documents used in

• the evaluation are listed below:

NBC Regulatory Guide 1.76, *Design Basis Tornado for Nuclear Power Plants* [2)

NBC Regulatory Guide, 1.117, *Tornado Design Classification* [8]

• NUBEG-0800,. Standard Review Plan

• Section 3. 3. 2, *Tornado Loadings* [ 9]

Section. 3.5.1~4, ~Missiles Generated by Natural Phenomena* [l3l Section 3.5.3, *Barrier Design Procedures* [18]

. Section 3.8.1, *eoncrete Containment* [19]

Section 3.8.4, *other Seismic Category I Structures* [17]

Section 3.8.S, *Foundations* [20]

AISC Specification for Design, Fabrication and Erection of Structural Steel for Buildings [21]

ACI-318-77, *Building Code Requirements for Reinforced Concret~* [22]

ASME Boiler and Pressure Vessel Code,Section III, Division 2 (ACI-359),

• standard Code for Concrete Reactor Vessels and Containments** (16]

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• ACI-307-79,, *specification for the Design and -Co~struction of Reinforced concrete-chimneys*.* [241. *.*.

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3.

TECHNICAL EVALUATION 3.1. GENERAL INFORMATION The structures evaluated in-this review are the reactor building, the high pressure coolant injection pump building, the diesel engine room, and the crib bOuse.

These*:structures are seismically classified as.,Category I, Nuclear Safety-Relatl(!d.

Tlie.. site plan *:for "Dresden* Unit* 2 is shown in Figure l....

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The DBT::'charac::ter-i~t~cs

• ta!c_~n":as~.'a::~bas ~s.~ for anal,ysis*. are. (unit':.aQ~revi~~:*

tions are from SRP Section 3.3.2):

Maximum wind.speed Maximum pressure drop

• Rate of pressure drop Core radius 360 mph 3.0 psi 2.0 psi/sec 150 ft.

These characteristics yield a dynamic pr~ssure" of,. 332 psf.

For...

application of this pressure to external flat surfaces of structures, the shape coefficients are. 0.80 for windward. walls (positive pressure), a.so for leeward walls (suction), ~d 0.70 for roofs (suction).

The shape c6efficient for the cylindrical ventilation stack. is 0.70. Gust factors for tornado loadings are taken as unity.

The design basis missiles are C and F from. SRP Section 3.5.l.4 Missile Spectrum:

Missile C:

Steel rod:. l-in diameter,.3-ft length, 8-lb weight, 220 ft/sec velocity; strikes at all elevations.

Missile F:

Utility pole.:_

• 13.-_~-in.diameter,.35~ft length, 1490-lb weight,.147 *f.t/sec.velocity; strikes* in a zone limited to 30:. ft. above* grade*

The full effects of a.tornado.are experienced by the main structural members only if the skin of the building (walls, panels, roof decks, etc:) can properly transmit the associated loadings.

For the purpose of analysis, the

• most conservative circumstances of int~grity or failure of these elements are assumt!d.

For instance, a steel roof deck may fail when subjected to the DBT

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TER-C.5257-401 differential. pressure.

However, even though the roof deck failure provides venting, the tornado-loads are still assumed to exist so that the strf!!ngth of other, stronger structw::al elements.can be analyzed.

For most structures, a wind flow field acting at*an angle to the surfaces of a building-is not as demancU.ng as a frontal attack because the elements resisting lateral fo:rce~ are oriented.:and f:ra.med so that* the effects of

• adjac:e~t.wal,l lQ.~di~~: ~~Auncoi?-pl~4;.\\. L~k~wi~e*, ~e ac;rtiQn..,ot: windward *face..

• pressure '.and le.award;-,fac~.. #'s~¢:tio~:.;.ar,~*~llI!P9tiPled... wh~n -tll~4'. aetiqn_s are*

resisted by separate structural.-elE!Jllents.

The most conservative loading cases are chosen accordingly.

The goal of ~lysis is to identify a structure's weakest members and to establish the threshold wind speed a.t which these members fail the structural.

acceptance criteria (17]~ This wind speed limit rating depends on the postulated.loading conditions.

once a limiting member is identified, the loading conditions used to determine subsequent limiting members are in some cases modified t9*account for failure *Of the-we~er melnber.

Therefore, conclusions about the. strength of structural components are based on. a supposition* of.sequential. failure.

The following* are *typical* assumptions for the structural modeling in th_is report:

l.

No snow load exists during a tornado strike

2. *Thickened floor slabs can be used to tranSmit lateral loads

3.

Connections are designed in accordance with good engineering practice

4.

Unless noted Otherwise,- steel roof.decking is assumed to remain intact*

Additional assumptions are identified on.the_ calculation sheets. (see

• appendices ) *

3. 2 REACTOR BUILDING 3.2.1 Evaluation The reactor building is primarily a.reinforced concrete structure with the exception of a precast concrete roof decking, which is supported by

• ,. __.*,.,,~:'.~:l:~-Hamtn1:F-:-"1""'lh"e".~*:':ipe~~~'1-s=btli-i.~ 'ti."S*"tat~e1'9Vat1'1'll

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. *oS8 ft 6-l/2 in,. while adjacent grade iS: at. elevation *sl7~ft~

The reactor:***

building can be divided. into two ~ections:. 'the main section'* which.. is below.

. the refueling* fl6or.. levei (elevation 613 ft),.and *the r*efueiing floor

. The exterior*; of the 1main. section consists'f of *thick. reinforced *concrete

• .**walls* framing~:into*'.hhe concr.ete :floor. slabs, beams;* and.columns.

These.-

• .* *elements: were;*:examined'.for**the* critical lc;;ad. case** of;differential* pressure.

• loads~: Each' panel is*.assiimed<to transfer 1011ds *in* the. horizontal.. direction* to the nearest.colunins and in the 'vertical direction to the adjacent thickened

• floor slabs.

The analySis of the panels can. be found on pages A-4 through A..;.6 ~-

_of Appendix. A.

The concrete, columris..,of-'the *main section were checked for stab.ility :and.

. capacity *. The*. critical members "_Were chosen; on, the basis Ofc the, smallest.

• section and least*.reinforcement.

• The column dead *and* live. loads were reported.

by Sargent and i:.undy*E_n~ineers [SJ *. The*:wind:*loads acting on: the wall: ~nels.

adjacent. to the: collimns. :are: transferred. to the-columns as *re.actions~ producing.

. momehts~in_:*the. coliimns.

The* colwnns:. ar~ assumed to* be supported: between**

• successive.beam anc:i:floor slabs.

The ~olWnn* analysis, and :calcuiatio~s are::.:.

• .*:.given on_pages>A-1::tlirough A-ll* of Append~x A *.

The refueling floor. enclosure consists of insulated. metal wall panels. and - :

a. precast cQncrete.slab roof supported by a framework of columns-and trusses.*

To analyze the capacity of *the roof steel, the.precast concrete r*oof slab iS assumed to* remain.intact~. Also, -when ~xamining the capacity of. the. columns,

• it*.. ls assumed that the-. metal panels do ~ot fail *. *The analysis of the structural steel elements* of the refueling floor enclosure**are.presented on

.. pages A..;.12.through A-24 of'. Appendix A.

_The Dresden 2 SAR* [l]. states.that the metal wall blow-off panels will fail when a wind differential pressure of 70

• . psf *is.' reached*~. The *capacity of the metal wall panels-was not. reviewed.*

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TER-C5 25 7 -40 l 3.2.2 Conclusion The reinforced concrete elements of the main ~ection can* safely withstand the tornado loadings.

The limiting elements of the roof steel are the l4WF30 beams, which have limit ratings of 2.08 psi (342 mph) for* tornado dynamic pressure, and the roof bracing system, which has a limit rating of 294 psf (339 mph) for. tornado dynamic. pp~ssure.

Tq~hlimiting el~ments of. the roof.

suppo_rts are the' ea~;~' side.:s.~a*E!~*ri..columns,*.which have.\\'.a li~it rat-.i:.?lg.-of 65~~8

• ps_f *.,(160 mph) for;.. {t<;>~nado dy~~~c;.*pt:essures.:. The steel cC)lumgs* or)* the~.. so1.i'~/

• side have a limit rating of 199 psf (279 mph) for tornado dynamic pressure.

3.3. CRIB HOUSE..

3.3.l. Evaluation The crib house is located north of the turbine. building, *and *serves as1"an intake and discharge water supply structure.

The underground portions of the structure are below the grade elevation of 517 ft.

The above grade portions of the structure have a p~ecast concrete roof with a high-side elevation of 541 ft and a low side elevation of 530 ft 6 in.

The safety-related components of the.crib house are-located*8 ft below*

ground level in an area surrounded by reinforced concrete walls 3 ft thick and a reinforced concrete grade slab 2 ft thick [l].

The structure above grade is a concrete block wall enclosure with a precast concrete slab roof supported by s.tructural steel framing~ This structure* is assumed to fail during a tornado strike so that the reinforced concrete grade slab is subjected to the tornado loadings as well as to: any additional loading.caused by.failure of the superstructure.. It is.~assume~. that the concrete block wall fails, onto the*

concrete grade slab.

The analysis of the grade slab is given on pages s... 1 to B-5 of Appendix B.

3.3.2 Conclusion The reinforced concrete grade slab at elevation 517 ft can withstand the tornado loadings as well as any additional loadings resulting from failure of the concrete block wall.

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• . The high: pressure. coolant injec:tion * (HPCil: puiup building'. is located south *

. ** of.'!tfre**or~sdeiFUnit* 3 *. reac'to*r*. building.

• Tllis-buflding,hous~s:>:the:* standby:.*

. diesel generators.. and: other.* safety-relatec;l equipment.:for __ Dresden*:ti'nits **2 *arid.

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The to'p 9f the reinforc~Ci: concrete:-~oof-sla*b is at. elevatio~ 526 ft 6-in, while _adjac~~1;'.'grade." is* at'elev~tion: 517. ft.* ;_mis :building"has*: t:wo*subgrade *:

. levels:

~th*~. lower* floor<i~

• at._eleva~ion 476' ft' 6* in, and'.the.. upper>> floor.is*

at *eleva'tion :so4. ft 6 'in~

.. The exterior walls of the.building are made of reinforced. concrete* 3 ft

• ; th.iCk* *.The* floor siab at. elevation.* 4 76 ft 6 ~n* *is. a* reJ.nfo~ced ;C~nCr!!te slab...

, 4

_ft thick.- and,the floor slab at elevation 504 *ft :6. inches is a reinforced

. concrete. slab 3. ft thick.***.The rein~orced concret:I! roof' slab*- is: l" ft* thick* and**

.*.13upport.ed.by. rll)inforced concrete beams /and columns~

'The._capacity of* the *roof siabancf;the wal*ls.have* been examiried*'*to*

'*determine whethe_r. they. ca~: wi.~ths_tand~ th~* pre:ssdre 'drop. caused. by"a. tornado.

The* ~~ll~ 'se.ction *was--assumed to be 'fixed* at elevation 504' ft 6 in-and.:modeled as.a cantilevered.beam._.*.. The--analysis~;.of.. the* roof. :slab. arid.the_ wall section is*.

,given.on pages c-1 to c-10 of Appendix.c.

3.4.2 Conclusion*

The.* reinforced. concrete* roof siab of* the HPCI.pump *building can withstand the*uplift load due to:a differential pressure loading.

T~e reinforced concrete exterior walls can safely withstand all tornado loadings *.

3. 5 _ DIESEL ENGINE ROOM 3.5.1

• Evaluation The standby diesel engine room* is located *in the southeast area of the turbine building.

_The south wall of the*diesel engine room is the exterior wall of -the turbine building *... The other three walls. are composed of reinforced

• .* ' *. _:,, * * ;:~:::::ttconcr:etie~~~.;;,..~~e~~\\;~+/-ner:.ibiJ"i:ld~g...,.o:.:::7.lhe.. ~~:i~~.;,,0.f""J:.he

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1--*

TER-CS257-401 diesel* engine room is at elevation 538 ft', while the adjacent grade is at elevation 517 ft.

The diesel engine room is adjacent to a rolling steel door which 'opens onto the intedor of the turbine building.

If the rolling steel door fails during a tornado, the interior walls will be exposed to differential pressures.

• .**In determini~g.. the caP.ag*ity of reinforced conct:ete wall&..1. all axial loads ar~, as.sum~.. to _be

• tt~n~.;~~~r~q~to: th~.o.coiUJllns **of. the;;<,;turbi1'e. bui_lding ~-. Since thl!icc;mcr~te-*walls.;:ar.:e;m~ln£9rce4*' both.. ver~t*ipally arid **ho;iz_ontal~y1* thEL.walls..

have been modeled-as two-way.slabs.

The analysis of the diesel engine room is given on pages D-1 to 0-7 of Appendix D.

3.5.2 Conclusion The reinforced concrete wall on the south side***of *the diesel engine room can withstand all to~nado loadings.

The east side.wall has a limit rat~n~ of 1.15 psi (180 mph) for* differential pressure.

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TER-CS:iS7-401

~.

4 *. CONCLUSIONS The resuit,s of the tornado structural analysi.1{ for *the-.reactor building,

- crib house, HPCI pump buiidfng~ and: diesel engine room are summadzed below.. iri

. _Tabie,2~ :

Table 2 *. Strength Summary of the.Structural Components Analyzed.

• Structu~e

-,Element* -

Wind, Speed -

_:*cause of Failure**.:

(inph) *

• .. " Reactor Building ---*

.a.

Above refueliilg _

£loor. elevation 613. ft '

- 14W30

• roof beams -

_ ROof-.bracing system East side steel.columns 1

1

.1 1

342 '

339***

- 160 279--

-- -.. : South_ side steel<c9lumns

• b* Below refueling

. Reinforced concrete_ -

. floor-. elev.613 ft.* walls and.coliimns

• cr_ib.House

. Reinforced concrete roof, slab.

• " :. aPCI P\\lmp. Building Diesel' Engine Room

• Reinforced- -concrete roof -slab and walls.-

South side reinforced concrete wall East side reinforced concrete' wall 2

180

• The first element.identified for each. structure.. is the -limiting_;_element.

Additional elements found to be inadequate are; subsequently liste'3.

Note tha_t this* -table does not imply: that -all -iiladequate-*elenients'_ have been' id~ntified or that entries are listed with respect*to the most critical loading combination *. Structural details not included.in this review are windows,. doors, and roof decks.

• • Key:

1 = tornado dynamic pressure; 2 = differential pressure; 3 = high wind dynamic* pressure. _*Tangential wind speeds are* listed for differential:

• pressure failures.

- **-*~-'l'he:.s.tren,g.th listu.ig<is based on.the inte:grated capacit,y and action of all

-*components-in the roof bracing'. system.

~nklin Research Center -

A OMsion of The Franldln Institute

'-:i I

I

TER-CS257-40l S.

REFERENCES

. l. T. J *. Rausch (CECO) -

Letter witjl Attachments.too. M~ Crutchfield (NRC)

Subject:

Dresden Station Unit 2, SEP Topic III-2, Wind,and*Tornado Loadings February 22, 1982 Docket No~ 50-237

• 2~

• oesign Basis:.TOr11~9o=for. Ni.ic::l~~r. Powe.~?*Plarits*,

NRC1 April_,197:4*..

Regulatory-,. Guide ;;::l* 76:"

'~.

3. J. L. White (CECO)

Letter with Attachments to P. O'Connor (NRC)

Subject:

Request for*Additional Information on SEP Topic* III~7B Septeuiber 28, 1979 Docket No* 50-237

4.

Dresden Nuclear Power Station Uni ts 2 and 3 'c Safety Analysis Report S~ Franklin Research Center Trip Report May 17-19, 1982

• . 6.*. Code of Federal Regulations, Title 10, Part SO Appendix A, *General Design Criteria*

7.

E. J. Butcher (NBC)

Letter to S. ~. carfagno (FRC)

Subject:

Tentative Work Assignment P April 23, 1981

8.

• Tornado Design Classification*

NRC, Rev. 1, Apri;l 1978 Regulatory Guide * *l.; ll 7 *

9.

Standard Review Plan Section 3.3.2; *Tornado Loadings*

NRC, Julyl981 NUREG-0800

10.

McDonald, J. R., Mehta, K. c., and Minor, J. E.

• Tornado-Resistant Design of Nuclear Power Plant Structures*

Nuclear Safety, Vol. 15, No. 4, July-August 1974 Qnklin Research Center A *Oivtsion of The Franldln lnstllu!e I i

_,J

I*

~: - -.,*.

TER~5257-401.* *

11.

"Wind Fo*rces on Structure~;. * * **

New York:.. Transactions of.the Vol~. 126, Part II, 1962.

American Society of Civil Engineers, ASCE Paper No. 3269

. 12 ~... :~sui.iding: Code.* Req~irements'.for:Mi~itDuni' Design Loads' in Buildings, and'.**

• Other :structures" New York: **American National Standa~ds -I~stitute, 1972,*

• .ANSI 'A58'~1"'.'.'1972°

.13.

• Standard Review Plan

• • ~.. *s~CtiOn.*J*.*s*.*1.41 -.~Miss*~1--~~_.Gene~ated,~by... Natur-~l--J?henPm.~nci*.~.: - *

. NRCI. July 1981. -*

14.

NUBEG-0800 Williamson,. R. A~. and-Alvy, R *. R..

."Impact :Effect *of Fragments. StrJking Structural. Elements**

Holmes.and:* Narue r, Inc.

Revised NOvember 1973 is~ "Full-Scale Tornado-Missile IIllPact. Tests*.*.*

Palo* Alto.,* CA:'. Electric. Power Research** Institute, July, *1977' Pinal. ~port NP-440*, Project 399

16.

ASME Boiler and Pressure Vessel: COde,- Sectiori III, Division. 2

• _ *standard:Code*: for Concr~te Rea~tor**v~ssels.an_d containments".*

• New* York':

American Society of. MechaniC;:al<Engineers, 1973

. ACI;..359.**

17.

Standard. Review Plan

• Section 3.8~4,."Other Seismic Category I Structures" NRC, July 1981

• NUREG-0800 *.

• *. 18.

S~andard Review Plan Sectfon 3. 5. 3, "Barrier* Design Procedures*.

• NRC, July 19.81 NUBEG-0800*.

19~. Standard Revi~w 'Plan Section 3.8.1,. "Concrete. Containment" NRC, July.1981 NUBEG-0800 *

20.

Standard Review Plan Section 3.8.. S,c "Foundations"

. NRC, July 1981 NUBEG-.0800

• ~nklin Research Center A OMsion ol The FrankUn Institute

. :**--*--:-:--:------- -.*-::::.~---=:--~:.--;-.-:-":..- *-------*-:-*.

'-i TE~~s2s1~401

21.

• Specification for Design,.Fabrication and Erection of Structural Steel for* Buildings New York:

American Institute of Steel Construction, 1978

22.

• Building Code Bequirements for Beinforced *Concrete"*

Detroit:

American Co~crete Institute, 1977

• ACI 318-71 23;.. Criteria for Safety'.""Belated Masonry.Wall.EvalQ~tion NBC, StructuralEngineering:Branch, 1981 24;;.,~ **-*specification,i;f9~i(thEh~~.sigi(~an.Q <<=<fo§qyct;Jgn;~;o~*'2Rf!Aaj:.~tg_ed"'CQ*~c.~.~~t;e."'

. Chimneys*

American Concrete Institute, 1979 ACI 307-79 25.*. : Uniform Building Code International Coriference of Building Off_icials, 1964

26.

Technical Evaluation Beport "Wind and Tornado Loadings, Robert EJ.mnett Ginna Nuclear Power Plant**.:

Franklin Besearch Center,* December 2i: 1981 TER-C5257-400

.. ~nklln Research Center A Division of The Franklin Institute

-11~

....a:

l.e, APPENDIX A*

REACTQR B.UILDING OF.SIGN REVIEW.~CALCt;JLATIONS.

• . -~nklin Research Center A Division* of The.Franklin Institute.

The:Benjamin Franklin Paf!cway. Phila.. Pa. 19103 (215) 448-1 ooo.

i

. "Qnklin ~esearch Cent~r Project 02qo-C.S2Sl-~I Page A-I Title

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