ML20215F746

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Spec for Masonry Work,Floor Tile & Glazed Wall Tile for Yankee Atomic Electric Plant
ML20215F746
Person / Time
Site: Yankee Rowe
Issue date: 06/01/1958
From:
STONE & WEBSTER ENGINEERING CORP.
To:
Shared Package
ML20215F740 List:
References
PROC-580601, NUDOCS 8610160358
Download: ML20215F746 (30)
v • d • e


Text

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. , , Enclosure 1 Attachment 1-2

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'. S PECIFIC ATION -

. P'OR .

lMASONRY WORK'/#P

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7 Enclosure 1 i Attachment 1-2 $

Page 2 of 10 i G

J.O.No. 9699 IS-1028 8PEC1F1 CATION FOR JgEONRY WORK. FT OR TILE-gD Ot_azen WA2. TILS ,

1 FOR l Yaurne ATrasTC ut ur= Talc Puq f j

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YAgzum ATOMIC et ar'TRIC COMPANY  !

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- ROWE. MAESACHWEETS l

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' Stone & Webster Eng. , . Corp., Engrs. 90stca, Mass., Ano 1,1958

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The work covered by this spoeificatica insludes furnish-all lehrt, asterial tools, equi t seaffold- W ing ans delive ansee required for he ocastruct en o all un- d 1

tarhine room eservies bu1141ag and effice teild-ing sat other a somrF work for Plant at Sowe, Masaaebasetts.

iag of the Zeekee Atomic Elect j

GMERAL pipDITIMS The General Conditicas attaebee herete fom am lategral Q part of this speelficatica and shall govera therever they apply.

i REFanEE To STAmanD SPEIFICATIMA M When compliance with any specificaties of the Amerloaa Soeiety for Testi Materials, hereafter called the A4fM,f is re-such a J quired it specifloaties.

shall taken to mean their latest revisica o (

)

SCM5 0F WME The scope of the work is shown en the following Engineers'

-FA-1A - Ground Floor Plas Tarkine Aree Turbine Area

-FA Neessaise Fleer Flam Tartime Area

-FA-1C Operating Fleer Plan -

8 9699-FA-1D - Seef Flam Turbine Area Service Buildiag 9699-FA Floor and Reef Flam

~ ---- .- - _ . . _ - x

mm r-- - . - . -, . . . , ..

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Enclosure 1

, Attachment 1-2 .

L Page 3 of 10 (

i '

s 1

s Office building  !

9699-FA-lF - Plans and Details )

9699-FA-2A - Ncrth Elevatien 9699-FA-2B - East Elevation

%99-FA-2C - South Elevation -

%99-FA-2D - West Elevation 9699-PA l+A - Wall Sections - Sheet 1 9699-FA leB Wall Sections - Sheet 2 '

%99 FA leC - Wall Sections - Sheet 9699-PA led - Wall Sections - Sheet E The construction shall also conform to additional

- drawings and details which may later be issued or approved by '

the twineers to explain the work further.

The work covered by this specification includes the l O a. The furnishing and construction of all the exterior 1

' i and interior concrete block walls, including the x f installation therein of the locae steel frames for doors and other openings loose steel lintels and other items of steel and, iron furnished by others and recuired to be built into the assonry walls.

k i

construction and installation of ~

ii

b. The furnishing, all concrete s ills and lintels for window and t louver openings and concrete lintels for door openings. 3 e, The calking of all windows and frames for doors and other openings set in masatty walls and the z' g oalking , of the expansion joints in the masonry walls.

N

d. Furnishing and installation of the wall flashing,ll 8 L

designated as " membrane flashing" or "through wa flashing" in the masonry walls.

!p. e. Furnishing and installation of the glazed structu?al ,

facing tile and the nonslip floor tile in the shower rooms, -

WQEE N0f IECLE ED

~

The following work is not covered by this speelfi:stien and will be done by others

a. Furnishing and delivery of stee:. door frames, steel lintels and other items of steel and iron required 1

$ for installation in the masonry walls.

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b. Furnishing, delivery and instal'.ation of the windows.

7:2.'.r.2enm11aiana.m.s..r .: m rc - - - . . . .

- - ~ ~ - - _.

Enclosure 1 Attachment 1-2 Page 4 of 10 3.

c. Interior painting and exterior vinyl conting of the masonry walls.
d. Concrete grade beams and floors on which the valls are to be set. Concrete floors in the shower rooms screeded to proper slope for installation of the floor tile.
e. including wood nailing strips for Cap flashing, same, metal base flashing, all flashing other 3,

than "through wall" or " membrane" flashing.

MIEl&id shall conform to "8pecifications for Portit.nd Cement" (A 90), Type 1. Before choosing the cement for 4 use with glazed tile, a tile um11 sample panel shall be laid up, g If meessaary to soeure a suitable appearance, an approved brand

of white Portland sement shall be used. Cement shall be de-livered to the site in good ecedition and stored in a watertight l building until used. Ceasst 14tish has deteriorated in storage shall not be used.

shall be Lehigh Mortar cessat. or 4 approved conform to the latest standard Speci-fiaatione seery Cement (AsrM-C91), Type II. This speci-fiestian requires a " Anima = average compressive strength of 900 poi la 35 days ideen 2 in. mortar outes made with 1 part cement and 3 parts standard Ottawa sand .are prepared and tested as described therein.

free frca shall be clean, elaysharp buildingimpurit sand,ies and shall 4 laJurismo to of emot and organic

  • esatoontothelatestARESpecificaticasforAggregatefor f Neeeney Norter (0 1W ).

3 h&gg shall be fresh, clean and free free acids, ,

alkali, oils, ergenio matter or other deleterious substance.

shall be 8 in. by 16 in. standard "  !

A ickness shown on the drawings. J hollow e a

theits for esterior tells shall be made with sand and gravel aggregate end shall esafers to AsrM standard specifications for Esliew 1med Bearing Concrete Masonry Units (C-90) for Or. A Raits. They shall be dense, weather resisting, smooth faced and of emifore seiers and texture. For interior partitions, units 4

i i

a u_ _ ~ . 4 2

3 Enclosure 1 J Attachment 1-2 =l Page 5 of 10

.. iiii A

& Ai shall be of sand and gravel aggregate and chall conform to tha ASTM S ecification for Hollow Honload Dear!ng Concrete Masonr;r Units C-129). They shall be smooth faced, dense and match $

the color end surface texture of the units for the exterior walls. l' Special units shall be pro vidad as c=11=d for on the drawings, ^

g or as required to form expansion joints, corners, returns, Off- B sets or to maintain the' bond. =E Samples of each type of masonry unit required shall be 95 approved by the Engineers prior to the start of the work. D e -

Aasennetan used in the manufacture of the concrete _J masenry units shall be hand and screened g ravel or crushed stone, '

comforming to the ASTM tentative Specifications for Concrete --

Aggregates (C-33). Coarse aggregates shall be 3/8 in, to no. 8 g in sine for preenst concrete sills and lintels. ~"

]

m.t. ear.t m* -1 shall be deformed bars of new billet steel of the latermediate grade. Conforming to the standard h Specification for Billet Concrete Reinforeement Bars (A-15) of 2

i the ASTN. Wire for reinforcement shall conform to the requirements 7 l; of the ASTN Standard Specifications for Cold Drawn Steel wire for _-

Camerete Reinforeement (A-82). Fabricated reinforcement shall con- 3: '

fore to the requirements of the ASTM Standard Specification for 3

k Fabriested Steel Bar or Rod Mats for Concrete Reinforcement (A-184) er Welded Steel Wire Fabrie for Concrete Reinforcement (A-185). j A ='-**=*--- such as "Special Oeieren", annufactured by a-the A.C. Eers of Lees Island City, New York, or approved &

ogeel, shall be to mortar for exterior walls, and may be used for 1sterior walls if desired. The enount of plasticiser tobe used g 4

shall be la strict socordamse with the manufacturer's .recommendatial. e g

P Ca3 kins shall be an approved vinyl calking k

j es where vinyl based painted finish L esaposed for enterior y is to be applied later. Elsewhere and on interior surfaces "Tresco' E f

~j ealkig as samafectured by the Trenoo Manufacturing T ela,nd, Ohio, or an approved equal compound shall

! ~n Ceapear of . x be used. .  ;

4

' as- a -it at w shall be Bright white glased tile. 4 shell be 4 is.by 4 la. by 3/8 in. standa 4 grade, 31& sed, &

F ion edge, semivitreous tiles with a white vitreous glase E ftened to their fees.

Y-The tiles shall be reasonably straight sad true in j f

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espe withest ehjectionable surface blemishes. They shall be Y free free warpage, weGaing er crooked edge, free spots, blots, l 2,

Disemit ereeks, chips, dry spots, shivered edges, welts, scum E i  % or stiehors, i -

I

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Enclosure 1 Attachment 1-2 Page 6 of 10 E

c.

h1=w r1- utan vitreoui, un.

glazed pereolata, naas11p tiles, They shall be shall be waite, 4 in. by 4 in t,y rendered slinproof by the addition of 1/2 15 per !a. east standard alunimum grade, aside abrasive bonded into the face by a vitrified eeremie material.

The tiles shall be uniform in texture without notic-able otherdefoots, ships, eracks, taperfecticas. Theyhall s be acnabsorbant and stain re-warpage, sand holes sistaat.

f M ime -

  • f =-^4 fe ma44 mm af Ti la l' 411 tile shall be reded la setordance with " Simplified

" , se issued by the U.S. Depart-Freettee Rosessedetten So.this is ' met directly applicable to the tenere

$ mest of h. fist, tFra of tile the samefacturer's grada shall be in

. ,.ase.~ sN,asce. u.t. . t,h..e. ge, n..e.r.a.l.. es ,... .pr,m ,,,. ,tie., .s, of.

, , ,the

, , tile

, , adu,stry.

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Before 'with' the tile wort,' this-Centractor .

shall fesul t the .uith a certificate of grade in the Cause11 et Ameries signed by the manu-etendsed fase et the to the quality, grado, fasterer and the Castreeter. earti g kind, type est quantity of 411e ferai .

Adequate taferustica shalt he given for identificiation of the sentainers to inntak the eartifieste of grade applies. All tile shall be bsenght to the west in the origins 1 taopened sealed es one marks shall be beendet or have sealed within the package, and other designations corresponding to the 1

gives ce the eartificate. -

?y& gg?4 ..

s.

y; . -~ ,,y g,, g., j ,, ,, gig,,

to the ,.

c. , ' , , as speettsee sad.'propoord eer1see, shall be submitt inserW fWe their approve 1'before" thia.Centreetor. proceeds.., ..;. .,- ...~. ' . '.,_ ~ 7 vi the work. The.'s of these, f- ' ' specifications or * ' es'shall not be con- - -

' gy

  • sidered as modifying r ressate o -

relieving this Contreetor o any responsibility.

F shall be l h in. mesh, salvanized and eut in strips n. narrower than the concrete units for which it is to be used.

ifall tima 'shall be formed of not lighter than No. 20 U.S. standard gare galvanised crimped steel 3/4 in vide or an

approved equal.  ;

. - - + . - .g-w-------w

Enclosure 1 <

Attachment 1-2 1 Page 7 of 10 6.

Q: "

Through wall flashing shall be Vasco manufactured by the Wasco Manufacturing Company, or approved equal, consisting of 3 os copper sheet between two layers of asphalt saturated cotton fabric.

MBEMhE8EIP Premaration of Nortar  ;

Nortar for all concrete block wall construction shall  !

p to freshly sized and composed of one part masonry cement, and j i

mot less than 21A and not more than 3 parts masonry sand by volume unless otherwise specified hersin or otherwise approved by I s

the Regineers. In semeral the sortar shall conform to the latest ']

Tentative 3 mortar, having Spoolficatio,n a minimum for average Nortar for Masonry (C-270)It compressive str t of 1

l 4 met less than 790 pai when 2 in. mortar cubes are prepa tested as described therein. All nortar shall be mixed not less and  ;

g thes 3 ala. is a drum type minar. No antifreese liquid salts or other schotences shall to used in sortar to lower the freening l paint. 80mieres* plastisiser shall be used in all exterior unlis sad be used in interior walls, if desired, all in accordance J with samarmeturer's instractions.

% Nortars for tile installation shall be proportioned (

so fellowes ,

s. Stra**% g seat for glazed wall tile shan  !

eseelst of ese half part Portland eenent, one & l

part maammer sement and four parta sand.
h. Flaat ooet for glamed umil tile shall ocasist of P

g ese part massary saaest and 2 1 A to 3 parts seed. ,

e. Stia esat for glased us11 tile shall ocasist of I '

b meat Portland eenent.

I d, Pois mortar for glased wall tile shall oon- a ese part weite Portland cessat and two sist parts seed, J l , s. Setting had for umslased floor tile shall eensist l

of one part Portland sement and three parts sand.

f. Great for fleet tile jointa shall consist of aset essent. I 1

unterproofing of mortars, or use of wate fed ia-g gredients, shall be as directed or approved by the ineers.

l 1

_ _ _ _ . . ___ _ _ . _ _ _ _ . . _ . _ _ , . . _ _ , . _ _ _ _ _ . _ _ _ _ _ ,_ ._ _ ._,_ ___. ,_ f '

J:

Ehclosure 1 Attachment 1-2

  • Page 8 of 10 l l

'/ -

(1h' C,g g t> "inga_Tp.r.'.intols and fiilla Cca: rete mi;:es chall have not loss thnn 51/2 bags i of ec=ent per cubic yard of concreto and not moro than 6 3/4 sal cf va*.cr por bag of cement. The aggregates shall be propor-tiened to Eive a uniform and plastic mix, subject to the approval ,

of the Engineers.

Masonry When starting new verk, the prestously completed masonry h . to which the nov w:rk connects shall be cleaned of all loose nortar or other naterials and shall be thoroughly wetted, y y

- Su:h specit.1 unite shall be provided and placed as ji

( ;,~ say co regaired to form ill cornors, exptnsion joints, returns,

-t vindow janbs and off ret s o:.d to p.aintain the band. J 1:

All drilline, cutting and fitting cf masonry shall .

f n be done as rcquired t.nd cpproved by the Enginoers for the instal-

~

f7 2ation of the vark cf other trados. At the completion of the v--'

casonry work, all necosrery patching shall be done and the work [

P thorcu8hly OlenncJ and rubbod down nd left in a condition sat- -

i infactery to the 7,agineers,  ;

g Flg . Laying of Concreto Units a

jr The concrete masonry valls shall be built to the dimen-  ?)

a) sions indicated' on the drcvings, k o

-6 l Concrete casonry units shall at all times be dry when r U 1914 uniccs otherwise a;nreved by the F,ngineers. Care shall be "

2^1
  • taken to protect stored concrete units from moisture and if at

~ *x > L start of work the dryness of tho units is not equivalent to that .

t expected in the interior of the building after completion, the ,y J

i,,r concrete casonry units abs 11 be dried by the method recommended in *.ho Con 0 rote Ma sonry Handbook published by the Portland Cement j e en nssociation, cr sperovod tirliar nothods, .,(  :

32 Por exterier vtlle the first course of con:rste blocks y )

shell bc 2 aid in full bed of mortar and the vertical joints '

'. On top of the first course and each nlushed full of mortsr inece*<.ir.; ceurne, e c:ntinuous layer of hardware cloth shall

. rd:e- . _anp!ng tbn end joints not lorc than 6 in. A full 3 cf -'-*n- WT te .;necd on t:p of thn hardware cloth and J t <. c .< . ' .. c i n t, :n ? md rits, blocks shal: be set an1 snoved to

...c .ica aninct the proceeding block. Vertical joints shall be

-l ushod foll of marts r -afore proceeding with the next course.

Jurroving of the cort tr ' ad vill not be pormitted.

Care shall b** takn to see that the joints of the ex-torior valls are conpletc)y fillad with martar and tooled tight

'o preven! 133Pago.

~. _

I 8.

O2 l For interior walls the above pro:edure shall be followed with the exception that the vertical jointa need not be slushed full of mortar, provided the face shells are filled.

Masonry units shall be laid uniformly a scaffold high at a time, except where otherwise approved by the Engineers. They shall be carried up plush, faces of walla laid to line s,nd joints ,

made level. Vertical joints may vary no more than 1/2 in. from the i vertical. l r All walls and partitions shall be laid with masonry bond f ,

unless otherwise indicated on the drawings. Where wall and parti- I tions moet, a masonry bond or hardwars cloth tie shall be provided at every ocurse.

When solid units are called for on the drawings the J 9 solid type oceorete unit shall have all voids ocepletely r,illed Reinforcement shall be provided as specified for 4

h- with mortar.

, the other walls.

unetar jainta shall be 3/8 in. thick with full coverage on the fases of the joints. For exterior well surfaces exposed to the the joints shall be struck flush with the won surface and weather, een partially set shall be compressed and ocepmoted with a point-t iss tool to form a memoave joint. Pbr the interior faces of ex-terior walls and both faces of partitions,the joints shalt be ,

j- streek and aestly tooled to give a flat smooth surface.

h----*= wa-*. shall be constructed at the locations I and es shoum en the s. .Mardwsre cloth reinforcement shall he eut at all expossion j ts. l r O fea4Mu ,

! When esponsica joints are exposed on the exterior and/or j they shall be esiked tight. All surfaces 4 interier to pesadge welltalking surfaces,ll sha be dry and thoroughly cleaned of all ol loose particles, dirt, dust, oil, grease or other foreign matter, '

- Where oposings are more than 1 in. in depth they shall first be

  • filled with esiking cotten or antarred Oakum packed firmly into
e. Openings shall then be firmly filled with calking compound, rier joints shall be mostly tooled off 1/8 in. below the wall surfaces interior joints shall be neatly tooled flush with the well es.

All door and window frames built into assonry shall be pointet se the laside with mortar and shall te calked on the outside with ealking compound. The joints shall first be e propereg in seeoreesee With accepted first elass practices and 5 the esiking .eespound them firmly forood into the joints and aestly finished off.

~f Q:

l Concrete Work Concrete work, including sills, lintels and collin'; q slabs shall be poured in place, in rigid watertight forms nads j from plywood and adequately braced to provide true, smooth s2r-  ;

faces of the exposed concrete work. The inside faces of the l l forms shall be coated with nonstaining mineral oil. Forms shall i

remain in place for seven days or until such time as the concrete has developed sufficient strength to support safely its own weight and the load therein. All exposed concrete surfaces shall be rubbed to remove form marks.

i ja The concrete shall be mixed and placed so as to secure -

a uniform deposit free from segregation or other defects.

h .

Forework and sizing, placing and curing of the con: rete shall be in assordance with the ACI Suilding Code Coquirements

^p' b for Reinforced Cenerete.

Pentaatian of Werk All assenry materials shall be heated if necessary to a temperature such that they will remain above 35 F until they g have been and suitably proteeted. Masonry shall be pro-I teated . ast freening for at least 48 hr efter placing. Unless -

! seen presantions are takaa ao ansonry shall be built when tempera-tore is below 32 F en a ristag retare or below 40 F on a ~

falling temperature. No masonry 11 be laid on walls that are frosen or contain frost.

The tops of all walls not soupleted or protected by i

i e permanent work shall be constantly protected with suitable cover-l T 1 during periods when work is suspended. Exposed projections 3 angles shall be boxed or otherwise proteeted to prevent  ;

damage. g l-I Spilt-In Werk l 1 l C i Work required to be built into the masonry, including steelserk amehors, wall plugs and other accessories shall be .

built-ia a,s the work progresses. ,

i 188TALIAf105 0F. TILE v Gamaral l All tile shall be installed by skilled meehanics  !

thoroughly competent to execute the work, which shall be dons i e in enact sceerdance with the latest revision of publication af  :

  • the Tile Council of America,10 East both Street, New York C ty,  !

entitled " Tile Mandbook".

' ' - - _ . - - - _ _ _ _ _ _ _ _ . ___ _ ________.3__

ENCLOSURE 1 ATTACHMENT l-3 Masonry Block and Mortar Test Reports I

l l

4 4961R

g SOIL & MATEFllAL TESTING, INC.

fi / 'IIIJliI T.1AIN Ei ! I il I- 'T

  • t . AU Il I i: IT l. N.Y 12033 SMT Ottoce Telephone Binghamton ;607) 722 1582 Castleton 1518) 732-7205 Kingston (914)366-4471 Enclosure 1 Attachment 1-3 Sep tembe r 14, 1984 Page 1 of 2 Yankee Atomic Electric Company 1671 Worcester Road Framingham, Massachusetts 01701

~

A'ttention: David Grimes Re: Yankee Nuclear Power Station Rowe, Massachusetts SMT 1030 Gentlemen:

Listed below are the results of the laboratory tests on the masonry samples submitted for testing. These were picked up at the site July 12, 1984 32" x 16" Concrete Block ID_ Gross Area Compressive Strength (PSI) 1 1275 2 1182 3 1172

.Mcrtar ID_ Comoressive Strength (PSI) 1 1300 2 125G If there are any questions regarding these test results, or any other matter, please do not hesitate to contact us.

Sincerely yours, SOIL 6 MATERIAL TESTING, INC.

A.h 6, < f Ronald E. Vaugh President REV/cp FOUNOATION BORINGS . SOIL & MATERIAL TESTING . CONSTRUCTION OUALITY CONTROL G OESIGN

{g SOIL & MATERIAL TESTING, INC.

57 SOU~iH MNN S i l tl l i + 0. A f i T L E'l O N. N Y. 120: 1:1 SMi Olfoce Telephone Binghamton (0071722 1582 Castieton (5181732 7205 Kingston 1914) 360 4471 August 20, 1986 Enclosure 1 Attachment 1-3 Pane 2 of 2 Yankee Atomic Electric Company 1671 Worcester Road Framingham, Massachusetts 01701 Attention: David Grimes Re: Yankee Nuclear Power Station Rowe, Massachusetts SMT# 1056 Gentlemen:

Listed below are the results of the laboratory tests on the masonry samples submitted for testing. These were picked up at the site August 7,1986.

8" X 16" Concrete Block Gross Area Compressive Strength (PSI)

.I D, 1 1423 2 1427 Mortar ID Compressive Strength (PSI')

1 1762 2 1226 If there are any questions regarding these test results, or any other matter, please do not hesitate to contact us.

Sincerely yours, IL & MATERIAL TESTING, INC.

M Ronald E. Vau President REV/ mew FOUNDATION BORINGS . SOIL & MATERIAL TESTING CONSTRUCTION OUALITY CONTROL S DES!GE

ENCLOSURE 2 Block Wall Modifications at the PAB North Wall, Upper Pipe Chase, and Cable Spreading Room f

4961R

ENCLOSURE 2 Page 1 of 9 RESPONSE TO QUESTIONS ON BLOCK WALL NODIFICATIONS FOR PAB NORTH WALL. UPPER PIPE CHASE. AND CABLE SPREADING ROON*

QUESTION I.2.a Page 3 states that isolated cracking of the existing umsonry block walls is anticipated even with the structural modifications installed, for tornado and YCS loading cond'.t8ons. What is the performance of the existing walls under NRC load conditions?

RESPONSE

The performance of existing walls under NRC load conditions will be evaluated as part of the PAB confirmatory analysis.

QUESTION I.2.b Figures B-1 and B-3 as attached in the report-are not legible. Need details during the 5/20/86 meeting.

RESPONSE

Full size figures / drawings were made available for NRC viewing. Copies were furnished as requested by the NRC.

  • 'NRC questions are based on review of Report No. ER-2648-10-2, Summary Design Report for Block Wall Modifications at Primary Auxiliary Building North Wall. Upper Pipe Chase, and Cable Spreading Room, by C. T. Main (Reference 2-1).

4961R

ENCLOSURE 2 Page 2 of 9 OUESTION I.2.c On Page 3, the new 8" perimeter CNU wall constructed orthogonal to the PAB Walls P2E2 and P2F2 will provide cut-of-plane constraints to Walls PIE 2 and P2F2. Does it also provide out-of-plane constraints to Walls PIEl and P2Fl?

RESPONSE

The new 8" perimeter CMU wall at Diesel-Generator Building addition (1970) does not provide out-of-plane constraints to Walls PIEl and P2F1.

OUESTION I.2.d Page 3 states that the Upper Pipe Chase (UPC) masonry walls doweled to the massive supporting concrete except where supported on the PAB steel framing west of Column Line 6. Is the structural integrity of the dowels evaluated?

RESPONSE

The structural integrity of the dowels (No. 6 bars @ 2'-0" o.c.) was evaluated and found acceptable. The evaluation was provided for NRC audit during the May meeting.

QUESTION I.2.e Section 3.4.1 of Page 9 states that masonry walls are of 8" CNU. What about the 12" CNU for PAB North Walls PlEl and P1E2?

RESPONSE

PAB North Walls PlEl and PIE 2 are of 12" CMU as stated in report Section 2.2.

The 12" CMU was inadvertently omitted from report Section 3.4.1.

l 4961R

ENCLOSURE 2 Page 3 of 9 OURSTION I.2.f Section 4.2: (i) Provide details of the hybrid elements of McAUTO STRUDL code; (ii) is the same finite element model of the masonry walls used for both

. static and dynamic analyses? (iii) what is the interface between dynamic and static analysis as far as the seismic evaluation is concerned? (iv) provide details on modeling of cracked masonry, calculation of the cracked moment of inertia, and shear transfer capability of cracked section, and (v) how is dead load factored by the maximum vertical ARS acceleration to account for the vertical seismic effects?

RESPONSE

(1)~ The McAUTO STRUDL hybrid elements are flat shell elements used to define plates carrying both in-plane loads (plane stress) and bending loads (plate bending). The hybrid elements consist of plane stress and plate bending elements superpositioned; therefore, the membrane response is not coupled with plate bending. A detailed description of the hybrid element and associated technical documentation are contained in the i McAUTO STRUDL User's Manual (Reference 2-3). This reference was made available for NRC review during the May meeting.

(ii) The same finite element model of the masonry walls was used for both '

static and dynamic analysis.

(iii) Where a dynamic analysis was performed, the output forces / moments /shea,rs were converted to stresses, and then combined with the stresses resulting from applicable static loadings to produce the controlling design stresses. In some instances, it was determined-that a dynamic analysis was not warranted, and that an equivalent seismic static analysis, using a conservative spectral acceleration and participation 4961R 1

_ - . _ _ . - _ _ . . , - . . ~ . . _ . _ . - _ _ . _ _ _ . _ _

o ENCLOSURE 2 Page 4 of 9 factor, was performed to account for seismic loading. It is noted that an equivalent static seismic analysis was performed for all walls evaluated, including those for which a dynamic analysis was performed.

(iv) For unreinforced masonry, the horizontal or vertical cracking in the masonry is modeled by connecting finite element nodes with small links (fixed one end/ free one end) capable of transferring axial and shear force only (no moment). Refer to response for Question I.1.a in Enclosure 1.

s (v) Refer to response for Question I.1.1 (Enclosure 1).

QUESTION I.2.x For the PAB north wall analyses, (i) provide details on how three separate analysis models are interfaced with each other; (ii) provide the basis of the 100 psf used for the computer model shown in Figure C.1-3. (iii) what is the truss model in Figure C.1-4 for ? (IV) what is the 8" thick R.C. wall that could be installed in the future?

RES'*ONSE (1) The computer model shown in Figure C.1-3 (Reference 2-1) models the I

l entire north wall frame structural steel for static analysis only. A conservative lateral loading of 100 psf was applied to the frame. This loading was input as concentrated loads at frame node points manually calculated by tributary area. This static analysis is a conservative analysis for design of the north wall frame and required tie-in points

, to the existing PAB concrete / steel framing, i

s Lower level Walls PIE 1 and PlE2, and associated lower level steel reinforcement computer models are shown in Figures C.1-5, C.1-6, and C.1-7 (Reference 2-1). Boundary constraints were selected to be

, 4961R i

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ENCLOSURE 2 Page 5 of 9 representative of actual conditions. These models were combined into a single model for performing STRUDL static and dynamic analysis.

Similarly, the upper level Walls P2F1 and P2F2, knd associated upper level steel reinforcement (Figures C.1-8, C.1-9, and C.1-10, respectively) were combined into a single model for computer analysis.

Based on the above analyses, the " worst case" stresses were used in the final design solution. The analyses and design were made available for NRC audit during the May meeting.

(ii) The 100 psf lateral loading is a conservative static loading approximation based on possible installation of a future 8-inch thick reinforced concrete wall at the north wall steel frame. The 100 psf loading was selected after review of wall mass (CMU plus 8-inch concrete) and the PAB applicable ARS.

(iii) The horizontal truss model (Figure C.1-4) reflects the configuration of new structural steel reinforcement at the top of the north wall frame.

This model was combined with those on Figures C.1-3, through Figures C.1-10 for analyses of north wall structural steel frame.

(iv) Modifications to the PAB north wall include provisions for potential future installation of 8-inch reinforced concrete shield wall.

OUESTION I.2.h Provide details on the proposed structural steel bents and. horizontal diagonal strut for the Upper Pipe Chase during the May 20, 1986 meeting.

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ENCLOSURE 2 Page 6 of 9

RESPONSE

YAEC Drawing No. 9699-FS-19E provides the details of the modifications to the Upper Pipe Chase. This drawing was provided at the May 20, 1986 meeting.

QUESTION I.2.1 For the UPC analysis, (i) what does the Vertical Member No. 14 represent in the computer model? (ii) was vertical seismic analysis performed in addition to the N-S and E-W analyses? (iii) how were the equivalent seismic forces and deflections applied manually to the UPC segments for evaluation?

' RESPONSE (i) In the computer model (Figure C.2-2, Reference 2-1), Vertical Member No. 14 represents portions of Walls P361 and P3F2 (based on tributary

^

length) and considers member equivalent properties A , I .- I , and x z y I (rotation).

, x (ii) Vertical seismic dynamic analysis was not performed. However, vertical seismic affects were accounted for by applying appropriate vertical acceleration coefficients obtained from applicable ARS. The vertical seismic loads were then combined with horizontal seismic loads.

(iii) From the dynamic analysis for N-S and E-W seismic loadings, the resulting deflections were used to calculate equivalent static seismic forces. These equivalent static seismic forces were then applied to the UPC space frame hybrid element model (Figures C.2-3 through C.2-12).

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ENCLOSURE 2 Page 7 of 9 OUESTION I.2.3 Provide details of the strengthening modifications to the Cable Spreading Room (CSR) masonry walls during the May 20, 1986 meeting. In addition, clarify the computer models used for the analysis / evaluation of the CSR and Conduit

. Support Structure.

RESPONSE

Details of the Cable Spreading Room (CSR) modifications are shown on YAEC' Drawing No. 9699-FS-27A which was made available for NRC review. The computer model consists of beam elements which model the conduit support structure and new steel modifications. Since the CSR and conduit support structure is symmetrical about the centerline, only one half of the structure was modeled.

The model was used for both static and dynamic analysis. For the dynamic analysis, the mass was lumped at selected nodes to appropriately account for N-S, E-W and vertical seismic response.

QUESTION I.2.k In Section S.0, Evaluation Summary, (i) What is the result of in-plane and out-of-plane shear stress evaluation? (ii) provide details on the design modifications for PAB north wall as the drawings in Appendix D are not legible. (iii) provide clarification on the stataments in the second paragraph of Page 20 regarding the UPC.

  • W h

l l

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_ . . _ . . . . . . _ ___ _,. . ,_ , _ __ _ _ _ _ .. _ _ , _ _ _ . _ _ _ _ _ i

K ENCLOSURE 2 Page 8 of 9

RESPONSE

(i) Out-of-plane and in-plane shear stresses were evaluated in accordance with criteria, Section 7.0, (Paragraph 7.7.e and Tables 7-2 and 7-3)

~

(Reference 2-2) and found to be within allowables. (Refer to response.

to Question I.1.d of Enclosure 1.)

(11) The design modifications for the PAB north wall are shown on YAEC Drawing Nos. 9699-FC-40AA, 9699-FS-19D, and 9699-FS-19DA. These drawings were made available to the NRC during the May meeting.

(iii) The portion of the UPC oriented in the N-S direction is supported directly on the massive reinforced concrete radioactive pipe tunnel from PAB up to the VC. The E-W portion of the UPC, located to the west of Column Line 6 of the PAB, is supported by relatively flexible PAB structural steel framing (see Figure 2-1). Therefore, the E-W portion of the UPC was braced back to the N-S portion of the UPC with a <

horizontal diagonal strut. This modification was determined to be more effective than bracing the E-W portion of the UPC down to PAB roof steel framing at Elevation 1056'-3 1/2".

OUESTION I.2.1 How were the No. 6 bars at 2'-8" o.c. accounted for in the evaluation of the UPC masonry walls?

t

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ENCLOSURE 2 Page 9 of 9

RESPONSE

From the original design drawings (SWEC Drawing Nos. 9699-FC-47A and 9699-FC-48A), the UPC walls are of reinforced masonry design. Therefore, the UPC was modeled as reinforced masonry using cracked or uncracked moment of inertia as appropriate.

The peak spectral accelerations from the applicable ARS were used for i

structure frequencies which were less than or equal to the ARS frequency at the peak spectral acceleration REFERENCES 2-1 Charles T. Main, Inc., Report No. ER-2648-10-2, Summary Design Report for Block Wall Modifications at Primary Auxiliary Building North Wall.

Upper Pipe Chase, and Cable Spreading Room, dated April 1986.

2-2 Cygna Energy Services Document No. DC-1, Seismic Re-evaluation and Retrofit Criteria for Yankee Nuclear Power Station, Revision 3 (draft).

2-3 McAUTO STRUDL, User's Manual Appendices, Appendix G.

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ENCLOSURE 3 Block Wall Modifications Inside The Turbine Building I

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4961R

l ENCLOSURE 3 Page 1 of 4 RESPONSE TO OUESTIONS ON BLOCK WALL NODIFICATIONS ,

INSIDE THE TURBINE BUILDING

  • QUESTION I.3.a Design drawings in Appendices are not legible, and more details are needed during the May 20, 1986 meeting. The same is required of the modifications.

RESPONSE

Design and modification drawings were made available at the meeting for NRC review.

QUESTION I.3.b Section 3.4.1 of Page 8 indicates that the masonry walls were evaluated for flexural stresses. How about shear stresses, in-plane and out-of-plane?

RESPONSE

In-plane and out-of-plane shear stresses were evaluated in accordance with criteria, Section 7.0 (Paragraph 7.2.3 and Tables 7-2 and 7-3) of DC-1 (Reference 3-2) and found to be within the allowables. ,

OUESTION I.3.c Section 4.2 of Fage 10 does not appear to indicate that vertical dynamic analysis was done. Justification is needed.

  • NRC questions are based on review of C. T. Main Report No. ER-2648-10-1, Summary Deslan Report for Block Wall Modifications Inside the Turbine Building (Reference 3-1).

4961R

ENCLOSURE 3 Page 2 of 4

RESPONSE

Vertical seismic dynamic analysis was not performed. However, the effects of vertical seismic loading were accounted for by multiplying the wall dead weight by the maximum vertical acceleration coefficient obtained from the applicable ARS. The vertical seismic effects were then combined manually in accordance with prescribed load combinations to produce the governing design stresses.

OUESTION I.3.d Section 4.3 of Page 11 shows that the natural frequencies of walls exceed 33 Hz. L' hat is the natural frequency of the rooft

RESPONSE

The natural frequency of the new roof slab was calculated to be 10.4 Hz. At this frequency, the spectral vertical acceleration was 0.23 g. By using a conservative modal participation factor of 1.5, the seismic vertical loading was calculated at 40.5 psf. However, since Battery Roof design included a 50 psf live load (for construction), the seismic loading combination does not govern the roof slab design.

OUESTION I.3.e Provide the details on the boundary conditions for the analysis models for masonry walls in the Southwest Stairwell. In particular, the boundary conditions between two consecutive levels of the walls.

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ENCLOSURE 3 Page 3 of 4

RESPONSE

The details of the boundary conditions for the analysis models for the southwest stairwell are as shown in the calculations which were reviewed by the NRC during the May meeting. The walls were assumed pinned at top and bottom.

The stairwell walls are considered independent at each floor level. The first level stairwell walls span from the top of the ground floor slab (Elevation 1022'-8") to the bottom of the Switchgear Room floor steel (Elevation 1036'-2"). The second level walls span from the top of the Switchgear Room floor slab (Elevation 1037'-8") to the bottom of the' Control Room floor steel (Elevation 1051'-2") or floor slab (Elevation 1052'-2"). The third level walls span from the top of the Control Room floor slab (Elevation 1052'-8") to the bottom of the Control Room roof slab (Elevation 1066'-2"). See Figure 3-1.

Where required, modifications to the block wall boundaries were made.

OUESTION I.3.f Section 4.5 of Page 12, why is the top of the block wall restrained against rotation and not translation in the analysis model for the Control Room walls? In addition, provide more details on the evaluation of the wooden walls at the Technical Support Center.

RESPONSE

The top of the block was not restrained against translation since the installation of restraint angles was not possible without difficult removal of an HVAC duct running close to and parallel to the wall. The wall CMU are 4961R

__ __ _ --. ._L

ENCLOSURE 3 Page 4 of 4 mortared directly against the underside of the massive precast concrete beam ceiling. With a row of toggle bolts installed 3'-10" below the wall top

-fastening the CNU to a reinforced concrete shield wall, it was determined based on engineering evaluation that the assumed top boundary restraints will provide prudent and conservative results.

Calculations for the evaluation of wooden walls at the Technical Support Center were made available for NRC audit.

QUESTION I.3.x Section 5.4 of Page 17, the new steel stud / gypsum partition wall was designed for an equivalent seismic lateral load of 25 psf. What is the equivalent acceleration corresponding to this 25 psf?

i RESPONSE The natural frequency of the new steel stud / gypsum partition wall is 7.85 Hz.,

based on. combined wall plus attachment weight of 18.5 psf. Using a modal participation factor of 1.25, the equivalent seismic acceleration is 1.07 g.

The E-W spectral acceleration for f = 7.85 Hz (at 3% danping) is 1.07 g.

REFERENCES 3-1 Charles T. Main, Inc., Report No. ER-2648-10-1, Summary Report for Block Wall Modifications Inside the Turbine Building, dated May 10, 1985.

i 3-2 Cygna Energy Services, Document No. DC-1, Seismic Re-evaluation and Retrofit Criteria for Yankee Nuclear Power Station, Revision 3 (draft).

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