ST-HL-AE-1250, Submits Copy of Slides & Handouts Used by Bechtel During NRC Structural Analysis Audit on 850107 in Houston,Tx.Responses to Listed Open Action Items Encl (2024)

{{#Wiki_filter:The Light .Company n-n>n ugaw- m m,x noo n-a,n. Tex-moumden May 16, 1985 ST-HL-AE-1250 File No.: G9.17 Mr. George W. Knighton, Chief Licensing Branch No. 3 Division of Licensing ;U. S. Nuclear Regulatory Commission Washington, DC 20555 South Texas Project Units 1 & 2 Docket Nos. STN 50-498, STN 50-499 Responses to NRC Structural Engineering Branch Action Items

Dear Mr. Knighton:

During the week of January 7,1985, the NRC Structural Engineering Branch (SEB) conducted their structural design audit at the project offices in Houston, Texas. During the SEB audit, Bechtel personnel provided overview presentations of the structural analysis and design for the Category I structures at the STP. Attachment #1 provides a copy of the slides and handouts used during these presentations.At the conclusion of the audit, the NRC requested additional information on certain items which are identified in Attachment #2.Attachment #2 provides responses to those action items that remained open at the conclusion of the audit. All other items were resolved during the audit.As a result of this submittal, Houston Lighting & Power Company (HL&P) considers that we have responded to all of the audit action items satisfactorily and we consider this issue closed.If you should have any questions concerning this matter, please contact Mr. Michael E. Powell at (713) 993-1328.Very truly yours, 8505200357 850516 PDR ADOCK 05000498 A PDR 1 p M. R. Wise burg Manager, Nu lear Licensi g MEP/as Attachments: 1. Slides & Handouts Used During SEB Audit

2. Responses to Audit Action Items 3,4,5,6,7,8,11, 14,16,17,18,19 and 21 g W2/NRC2/b l

Houston Lighting Power Company

 -ST-HL-AE-1250 File No.: G9.17 Page 2 cc:

Hugh L. Thompson, Jr.. Director J. B. Poston/A. vonRosenberg Division.of Licensing. . City Public Service Board Office of Nuclear Reactor Regulation P.O. Box 1771 U.S. Nuclear Regulatory Comission San Antonio, TX 78296 Washington, DC 20555 Brian E.-Berwick, Esquire Robert D.- Martin Assistant Attorney General for Regional Administrator, Region-IV the State of Texas Nuclear Regulatory Comission P. O. Box 12548, Capitol Station

 '611 Ryan Plaza Drive, Suite 1000 . Austin, TX 78711 ' Arlington, TX 76011 Lanny A. Sinkin N. Prasad Kadambi, Project Manager 3022 Porter Street, N.W. #304 U.S. _ Nuclear Regulatory Comission Washington, D. C. 20008 7920 Norfolk Avenue Bethesda, MD 20814 Oreste R. Pirfo, Esquire Hearing Attorney Claude E. Johnson Office of the Executive Legal Director Senior Resident Inspector /STP. .

U.S. Nuclear Regulatory Comission c/o U.S.- Nuclear Regulatory Comission. Washington, DC 20555 P. O. Box 910-Bay' City, TX 77414 Charles Bechhoefer, Esquire Chairman, Atomic Safety & Licensing Board Dan Carpenter U.S. Nuclear Regulatory Comission Resident Inspector / South Texas Project Washington, DC 20555 c/o 'U.S. Nuclear Regulatory Comission P. O. Box 2010 Dr. James C. Lamb, III

 - Bay City, TX .77414 313 Woodhaven Road Chapel Hill, NC 27514 M. D. Schwarz, Jr. , Esquire Baker & Botts Judge Ernest E. Hill One Shell Plaza Hill Associates -Houston, TX 77002 210 Montego Drive .

Danville, CA .94526 J. R. Newman, Esquire

 'Newman & Holtzinger, P.C. Mr. Ray Goldstein, Esquire 1615 L Street, N.W. 1001 Vaughn Building Washington, DC 20036 807 Brazos Austin, TX 78701

, Director, Office of Inspection and Enforcement Citizens for Equitable Utilities, Inc.

'~

U.S. Nuclear Regulatory Comission c/o Ms. Peggy Buchorn

 , Washington, DC 20555 Route 1, Box 1684 Brazoria, TX 77422 E. R. Brooks /R. L. Range Central Power & Light Company Docketing & Service Section P. O. Box 2121 Office of the Secretary Corpus Christi, TX 78403 U.S. Nuclear Regulatory Comission Washington, DC 20555-H. L. Peterson/G. Pokorny City of Austin

, P. O. Box 1088 Austin, TX 78767 W2/NRC2/b e

(_ . .- - - . = , - .,I ej Attachment 1

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SOUTH TEXAS PROJECT ELECTRIC GENERATING STATION UNIT 1 & 2 NUCLEAR REGULATORY COMMISSION .STRUCTURAL ENGINEERING BRANCH AUDIT -l JAN. 7,1985 THRU JAN. 11,1985 vSOUTHTEMAS PROJECT ELECTRIC GENERATING STATION l e.e

3

 ,j , t PROPOSED NRC AUDIT AGENDA JAN. 7, MONDAY 1. INTRODUCTION AND BRIEF REVIEW OF (AFTERNOON) ENTIRE PLANT

11. GENERAL DESIGN CRITERIA 111. REVIEW 0F MODEL JAN. 8, TUESDAY IV. REVIEW OF STRUCTURAL ANALYSIS AND DESIGN A. SEISMIC ANALYSIS [ bls

c. bl, r de,I

 .( , .p , ( ,,~r.)

B. RCB SHELL AND BASEMAT C. RCBINTERNALS JAN. 8, WEDNESDAY IV. REVIEW OF STRUCTURAL ANALYSIS AND DESIGN (CONT'D)D. DIESEL GENERATOR BLDG.E. FUEL HANDLING BLDG.F. MISC. CAT.ISTRUCTURES(TANK 8, DUCTBANK8, BURIED PIPING, HVAC DUCTS AND SUPPORTS, CABLE TRAYS AND SUPPORTS)JAN.10, THURSDAY IV. REVIEW OF STRUCTURAL ANALYSIS AND l DESIGN (CONT'D) 1' G. MECHANICAL, ELECTRICAL AUX.BLDG. (MEAB)H. ECWINTAKE AND DISCHARGE STRUCTURES V. REVIEW OF NRC QUESTIONS AND PROJECT RESPONSES VI.

SUMMARY

OF ACTION ITEMS t

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BASIC DESIGN CODES A. CONTAINMENTPRESSURE BOUNORY-ASME SECT 10N 111, OlV 2 1973 (0 RAFT CODE)WITH ADO.1 THRU 8 B. OTHER CATEGORYlSTRUCTURES

 - CONCRETE ACI 318 -71 - STEEL AISC SPECS 1900 WITH SUPPLEMENTS 1,2 AND 3 i

I lI l

DESIGN LOADS COMMON TO ALL STRUCTURES DESCRIPTION DESIGN VALUE DEAD LOAD (D). PLAIN CONCRETE WEIGHT 142 pcf III STRUCTRUAL STEEL (AlSC MANUAL) 490 pcf LIVE LOAD (L)OCCUPANCY LOADS (ANSI A58.1)A) ROOF-DOME 12 psf B) ROOF- ALL OTHERS 50 psf C) STAIRS, PLATFORMS & WALKWAYS 100 psf

; SNOW LOAD (ANSI A58.1)

CONSTRUCTION LOAD A) ROOF 50 psf B) FLOOR 100 psf CONCENTRATED LOAD ON BEAM 5 kips (2)CONCENTRATED LOAD ON SLAB 5 kips (3)RAILRO AD (AREA MANUAL) COOPER E.72 SURCHARGE ADJACENTTO STRUCTURE 250 psf NOTES:(1) THE UNIT WElGHT 142 LBS/CF FOR PLAIN CONCRETE IS AN EXPECTED AVERAGE VALUE FOR STP. THE USE OF UNIT WElGHT FOR REINFORCED CONCRETE IS LEFT TO THE DISCRETl0N OF THE DESIGN ENGINEER.(2) THIS LOAD IN ADDITION TO ALL OTHER LOADS IS TO BE APPLIED AT POINT OF, MAXIMUM MOMENT AND SHEAR. THIS LOAD IS NOT CUMULATIVE AND IS NOT l CARRIED TO COLUMNS. IT IS NOT APPLIED IN OFFICES OF ACCESS CONTROL AREAS.i (3) NONCONCURRENTWITH UNIFORM LIVE LOAD. LOAD ACTING OVER AREA 0F 3 S0.FT.TO BE APPLIED AT POINTS OF MAXIMUM M0 MENT AND SHEAR. THIS LOAD Il$ NOT CUMU TlVE AND IS NOT CARRIED TO COLUMNS. IT IS NOT APPLIED IN OFFICE OR AC. DSS CONTROL AREAS.i (4) ALL LOADS MENTIONED IN THIS TABLE MAY NOT BE APPLICABLE TO STRUCTURAL DESIGNS OF ALL STPSTRUCTURES. FOR LOADS OTHER THAN THOSE MENTl0NED

! IN THE TABLE SEE RESPECTIVE STRUCTURAL DISCIPLINE DETAILED CRITERIA! FOR EACH STRUCTURE.

1

 . * . .. .se .. . .. . . . . . .. . . . ,

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SEISMIC CRITERIA

1. DESIGN RESPONSE SPECTRA (NORIZONTAL & VERTICAL) COMPLY WITH REG. Gul0E 1.00 OBE - 0.05g (NORIZ.)

SSE - 0.13 (NOR12.)

11. TIME HISTORY -SYNTHETIC OURATION - 10 SECONOS ENVELOPE THE DESIGN RESPONSE SPECTRA

11. DAMPlNG COMPLY WITH REG. Sul0E 1.41 IV. COMBINAT10N OF M00AL RESPONSES AND THE THREE SPATIAL COMPONENTS OF THE EARTHQUAKE COMPLY WITH REG. Gul0E 1.02 V. RESPONSE COMBINAT10N -

SQUARE R00T OF THE SUM OF SQUARES COMP 0NENT FACTOR METH00 ll'._-____....____,_____.e_:....>.____._. . , , _ . _ _ _ _ _ _ _ . . _ _ _ _ _ _ . _ _ _ _ _ _ . _ . _ _ . _ _ . . , _ . _ _ _ _ - _ _ . _

4 EXTREME WIND AND TORNADO CRITERIA

l. EXTREME WIND 100 YEAR MEAN RECURRENCE - 125 mph II. TORNADO A. DESIGN WIND VELOCITIES

' THE FOLLOWING PARAMETERS AS SPECIFIED IN NRC R.G. I.78 SHALL BE USED:TRANSLATIONAL VELOCITY 70 mph (MAX) 5 mph (MIN)TANGENTIAL VELOCITY 290 mph

 ' RADIUS OF MAXIMUM VELOCITY 150 ft ATMOSPHERIC PRESSURE DROP 3 psi RATE OF PRESSURE DROP 2 psi /sec.

B. LOAD COMBINATIONS FOR W:(DESIGN TORNADO LOAD) THE MOST ADVERSE OF THE FOLLOWING COMBINATIONS SHALL BE USED:Wt "Ww W"W t e Wg = Wm Wi = W + 0.5 W, W"W+W t w m Wt " Ww+ 0.5 W, + Wm WHERE Ww = TORNADO WIND LOAD DUE TO WIND VELOCITY PRESSURE WWh== TORNADO SINGLE DIFFERENTIAL TORNADO GENERATED MIS $1LE LOAD PRESSURE}111. EXTREME WIND AND TORNADO PRES $URES ARE CALCULATED USING ANSI Alt.1 l

CHARACTERISTICS OF TORNADO GENERATED MISSILES Missile Length Weight Va.locity (ft) (Ib) (ft/sec.)A. 4" x 12" Wood Plank 12 200 420 V i 8. 3" diameter schedule 40 10 78 Steel Pipe 210 C. 1" diameter Steel Rod 3 8 310 (reinforcingbar)D. 6" diameter schedule 40 15 285 210 Steel Pipe E. 12" diameter schedule 40 15 743 210 Steel Pipe. F. 13.5" diameter wooden 35 1,490 Utility Pole 210 1

6. Automobile 15 4,000 100 (4' x 5' frontal area)

Notes: Missiles A through E are considered at all altitudes and missiles F and G at altitudes up to 30 ft. above grade levels.9 00

 ,_ . . _ . , - -. _. . _ - . *. . ' ...51,.."__._., ...--_--_,-_,-.-----------,m.--

l PERMISSIBLE DUCTILITY RATIOS

1. Reinforced concrete beams -

• and slabs controls design A with one-way reinforcement p , 0.05;/d10.0 p , bds p-p

2. Reinforced concrete and slabs controls design with -

two-way reinforcement p , 0.05 ; g 10.0 ,, ,A' s p-p bd A.s = area of tension

3. Concrete beams and slab in region controlled by shear reinforcement A's = area of compressive reinforcement a) Shear carried by concrete and stirrups A = 1.3 b = width of section b) Shear carried completely d = effective depth of section by stirrups A = 3.0 p = percentage tensile reinforcement

4. Concrete columns and walls A = 1.3 p' = percentage compression (compression members) reinforcement

5. Structural steel tension 'u = uniform ultimate

 ****I" *f ****'I*1 members / = 0.5 , "Y 'y = strain at yield of material

6. Structural steel flexural members a) Open sections (1 WF, 7, etc.

Members proportioned to preclude lateral and local plastic buckling)/ $.10.0 b) Closed sections (pipe box, etc.) /t < 10.0 c) Members where shear governs design p f, 6.0

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FLOOD CRITERIA

• EVENTS:

1. BREACH IN THE MAIN COOLING RESERVOIR EMSANKMENT

2. LOSS OF MANSFIELD DAM UFSTREAM OF COLORADO RIVER e MAX. DESIGN FLOOD HEIGHT FOR CAT. I STRUCTURES ABOVE GRADE LEVEL:

RCS 21 FT MEA 8 23 FT DGB 17 FT FHB 23 FT ECWINTAKE 31 FT AFW STORAGE TANK 22 FT G

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 +e- _ J 4 ., Ja n -; - - --

g FOUNDATIONS A. BEARING CAPACITY B. SETTLEMENT C. COEFFlCIENT OF SUSGRADE REACTION O

Table f '.SOIL PARAMETERS FOR USE IN CALCULATING LATERAL EARTH PRESSURES -e0 w AcrEO STRUCTURAL BACKFILL CONIPACTED IN SITU IN SITU (SAND) CLAY BACKFILL CLAY SANO i7, 13e pcf 125 # 125 W 125 #Th M Pcf e3 pef e3pcf e3 pcf G: 2.38 2.se 2.se! 2.3 4* 418 288 2ee{ C' 4e e les psf 14e psf a! K. e.21 e.5e e.58 e.21 l K. e.5e e.75 1.se j K, e.35 !4.s 2.s 2.s i 4.s WHERE:T: = TOTAL OR SATURATED UNIT WElGHT, pcf

• 7 b = BUOYART UNIT WEIGHT, pef '

G: = SPECIFIC GRAVITY OF S0lt PARTICLES d'

 = EFFECTIVE FRICTION ANGLE, DEGREE t' = EFFECTIVE COMES10N, psf Ka =

K. = COEFFICIENT OF ACTIVE EARTH PRESSURE COEFFICIENT OF AT-REST EARTN PRESSURE iKp = COEFFICIENT OF PASSIVE EARTH PRESSURE Ib _ _ _ _ _ _ _ _ - . - _ _

j ,i l.LATERAL DYNAMIC PRESSURE ON SOUTN I j WALL OF AUXILIARY BUILDING i CROSS SECTION 3, DUE TO OBE 'l f LATERAL PRESSURE DISTRIstfTION FOR mXIMUM DYHAMIC RESULTANT FORCE, psf Jl 0 100 200 300 0 '100 200 300 0 100 200 300 f g EL. 28 M -

 ] ] -

1 d! 9 AUXILIARY}

• 20 ~, -

DOILOING ~I E\ C 15 -! w ,l l5 10 - EL. 10 '

 -[///

HORIZONTAL OBE VERTICAL OBE COM5fMEO HORIZ. & VERT.f/ OBE(5R55)

 -5 NOTES:

1. Pressures shown .are for average soll properties.

Soll property variations are unlikely to increase pressures by more than ~61.i *

2. Effect of vertical OBE was estimated.

From Appervlix A to Lateral Earthpressure Report by WCC, Y310XRO10-WL, dated 2/5/76.

6 O ~',

 ~ . TAGLE il .

LOAS CisqBINATIONS FOR CONCRETE CATEE0kT I 51RutitRE5b.c La ,

 . CATEGERT EWelEE COWITION IID. O L Te Re E. W Ess N Y 5IREhEIN WL Ta Na Pa Pb (See Sec. b.01 . SERTICE IEWWIL 1 1.4 1.7 ga i

'," 24 1.4 1.7 1.7 1.7 ga

1.g

. 3 1.4 1.7 ga 4 1.4 1.7 1.y ya SEVEat . E n la0le E NT E 5d 1.4 1.7 1.7 1.7 1.9 Da

,'. gd 1,4 3,y 3,y

 ,3,y 3,y ga

'}.' 7 1.2 1.9 ga O 1.2 1.7 ga NeuSERTICE Aempuell g 1.0 1.0 1.0 1.0 1.0 1.0 1.5 ga e AguenMAL/5EvfRE le 1.0 1.0 1.0 1.0 1.25 1.0 1.0 1.25 I.0 1.26 ga 5ENIACIeENTE

, 11 1.0 1.0 1.0 1.0 1.0 ga 1

j EITREE EWiscieENTE 12 1.0 1.0 1.0 1.0 1.0 1.g ga 13 1.0 1.0 1.0 1.0 1.0 ga

ASNERNAL/Ex1aEE 14 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ga

EwinoisteTE 5

 .I HDTES: a. "U" is the settlen strength required to resist destyi leads based on methods describes in ACI-330-Fl.

h. Leads not appilcable to a particular system under consideretten may be deleted.

c. If the effect of a nonpermanent lead reduces the effect of others in the combinetten, the case of it being absent shall also be j considered.

 . d. 1he values of lead facters In these codinettens are multiplied by a facter 0.75 to account for T and Re.

e. Refer to test for lead definitions.

f.In combinettens. 9.10. and 14. the maalaus values of Pa. (T + T ). (R. + Ra), ane Y lacluding an appropriate synaalc lead facter shall be esed unless a time history analysis is performed to justify otherwise.

e' h .i

, TABLE 12 I

 , LO$0 CU4IanTIONS FOR STEEL CATEGORY I 51ROCTumE5s. b *

• g j Lv.w p j*- -

CATEGERT LOA 0 LEE CO WITISE NO. O L Te R. Ee O Ess #t N Ta Na Pa Y 51RElmi14 (See Sec. 6 0 SERVICE usesent 1 1.0 1.0 SC 5' 2 1.0 1.0 1.0 1.0 1.33SC 3 1.0 1.0 1.0 SC

• 4 1.0 1.0 1.0 SC SEVERE l- E nlao mrefat 5 1.0 1.0 1.0 1.0 1.0 1.33/.

6 1.0 1.0 1.0 1.0 1.0 1.33h8 i, ass-5ERVICE - 7 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.50h8 E O 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.Enn8!~ EITREE 9 1.0 1.0 1.0 1.0 1.0 1.60$C EWInoseIEN12t j 1.0 1.0 10 1.0 1.0 1.0 1.60$11 1.0 1.0 1.0 1.0 1.0 1.sost j, E WitouM sfal 12 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I.7058

 . MfES: a. Leeds not apriscable to a particular system oneer consideretten may be deleted.

I b. If the effect of a meneersenent lead reduces the effect of others in the camelnatten, the case of it befa*g absent shall aise he considered.

,"; c. *$* is the required strength based on the elastic destyi methods and allemsble stresses defined in Part I of the Al5C-Ig69 5pectfIcetten. }

d. For these tuo continettens, in computing the required strength *5*. the plastic settlen modules steel shapes may be used.

e. Refer to test for lead deffelttens.

, f.le con 6teetless F. 8. and 12. the anslaus values of P (T. + T ). ( + R ) ane T tecluding an appropriate dynamic lead facter shall be used unless a flee history analys.ts Is per.f to h ttfy otherwise.

i LOAD COMBINATIONS USED TO CHECK AGAINST SLIDING, OVERTU4NING, AND FLOTATION OF CATEGC RY I STTUJCTURES iLOADS MINIMUM FACTORS OF SAFETY LOAD CONDITION N. D F1 E,, W Wt[ E. H OVERTURNING SLIOING FLOTATION 1 1.0 1.0 1.f: 1.5 1.5 -SERVICE 2 1.0 1.0 i.E

• 1.5 1.5 -

i 3 1.0 1.0 1.0 1.1 i.I -i NONSERVICE 4 1.0 1.0 1.8 '1.1 1.1 -

, 5 1.s 1.s -

1.1

NOTES

F l= LATERAL EARTH PRESSURE H = BOUVANT FORCE DUE TO DESIGN RASIN FLOOD l

f i .i di i1 14

 .c. .. . .. -

e.a. . . - .f CATEGORY I STRUCTURES

1. REACTOR CONTAINMENT BUILDING (RCB)

2. DIESEL GENERATOR BUILDING (DGB)

3. FUEL HANDLING BUILDING (FHB)

4. MECHANICAL ELECTRICAL AUXILIARY BUILDING (MEAB)

5. ESSENTIAL COOLING WATER INTAKE STRUCTURE AND DISCHARGE STRUCTURE B. AUXILIARY FEEDWATER STORAGE TANK (FORMALLY

CALLED CONDENSATE STORAGE TANK)

7. UNDERGROUND STRUCTURES (ECW BURIED PIPING AND ELECTRICAL DUCTBANKS)

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1 GENERAL ARRANGEMENT *

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1 lSEISMIC ANALYSIS !OF CATEGORY - 1 STRUCTURES fl lSOUTH TEXAS PROJECT 4 UNUS 1 & 2 -JANUARY 1985 1l il u -

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CATEGORY - 1 STRUCTURES I i1 I .

1. REACTOR CONTAINMENT BUILDING (RCB) l '.

2. DIESEL GENERATOR BUILDING (DGB) I!

14

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3. FUEL HANDLING BUILDING (FHB) '.!

 -l

4. MECHANICAL - ELECTRICAL AUXILIARY BUILDING (MEAB) !.

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5. ESSENTIAL COOLING WATER INTAKE STRUCTURE AND !,

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DISCHARGE STRUCTURE !-i

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7. UNDERGROUND STRUCTURES (ECW BURIED PIPING AND I!

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VERTICAL SSE DESIGN RESPONSE SPECTRA e s.

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L\DESIGN BASIS SOIL - STRUCTURE INTERACTION (SSI) k

 - FIRST STEP (LUSH) - DEVELOP INTERACTION TIME HISTORY k

RESPONSE AT FOUNDATION MAT l - t; i - SECOND STEP ( STRUDL-DYNAL) - DEVELOP STRUCTURAL! RESPONSES AND FLOOR RESPONSE SPECTRA l! - THREE MAJOR CROSS-SECTIONS THROUGH PRINCIPAL AXES h OF MAJOR BUILDINGS ARE CONSIDERED IN THE FIRST

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R, n2 SOUTH TEXAS PROJECT

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 ~ -l C )1 CONCERNS REGARDING DESIGN BASIS l[

FLOOR RESPONSE SPECTRA (FRS) 'l i.

I i i! ! e SSI WAS NOT RIGOROUSLY CONSIDERED IN THE E W DIRECTION f FOR FHB AND DGB , I; l l

i STRUCTURAL CONFIGURATION CHANGES i ,c t t

! ! INVESTIGATED I :

 ?

i I l -

 ! i I

HOWEVER,THE OVERALL FRS WERE CONSIDERED TO BE CONSERVATIVE, I PARTICULARLY IN THE HIGHER FREQUENCY RANGE. THEREFORE, [THE ORIGINAL FRSWERE RETAINED AND ADDITIONAL ANALYSES l I x WERE UNDERTAKEN TO ADDRESSTHE ABOVE CONCERNS. 'i

 'g N ,'

r,.l-

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l . I; JADDITIONAL ANALYSES P l .l l r-

2.EVALUATION OF THE EFFECT OF STRUCTURAL lCONFIGURATION CHANGES l:I l .-1,

Dg 'a i

 ~ * ? s I _

 )...j;

[ .l ELASTIC HALF-SPACE (EHS) METHOD !j.'l

 !' l' e IN RESPONSE TO NRC QUESTION AND TO MEET CURRENT SRP REQUIREMENT

! e SollSPRINGS AND DAMPING ARE PROVIDED BY f WOODWARD-CLYDE CONSULTANT .f L

l e ANALYSIS PROCEDURES ARE IN ACCORDANCE WITH BC-TOP 4A l l4

i-l '

 - TWO STEP FEM ENVELOPS EMS FOR ALL BUILDINGS f

i FOR VERTICAL DIRECTION 0 l i r f [.l - MEAB BUILDING IS NOT AFFECTED ,l.l 5 - FOR HORIZONTAL DIRECTION FEM SPECTRA ENVELOPTHE.EMS SPECTRA EXCEPT IN LOW FREQUENCY RANGE sA Ii _ __ _ _ _ _ _ __. _ __ _ _ _ _ _

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NOTE: NMEN NATINtAL FREQUENCIES OF . l EQUIPMENT ANDAIR CONPONENTS ARE LESS THAN <;C CPS

RESPONSC SY THESE CURVES. .

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r . . . . . . .. . a .... ..... - ... ...... .: - -- - - .. . ..... =. ..:.. -USE OF FRS , _

PROJECT HAS RETAINED THE ORIGINAL FRS BASED ON TWD STEP FEM AS THE DESIGN BASIS SPECTRA

THE ENVELOPE OF EHS AND SINGLE STEP FEM FRS IS INTRODUCED AS " CONFIRMATORY BASIS SPECTRA". IT IS USED TO:(1) TO FULFILL THE PROVISIONS OF THE SRP PERTAINING TO COMPARISON OF FRS COMPUTED BY EHS AND BY FEM.THE COMPARISON ESTABLISHES THAT l

 - TWO4TEP FEM DESIGN BASIS SPECTRA ARE CONSERVATIVE EXCEPT IN THE LOW FREQUENCY I

RANGE ,

 - TWO4TEP FEM DESIGN BASIS SPECTRA NEED NOT BE REVISED DUE TO STRUCTURAL CONFIGURATION CHANGES . (2) CONFIRMTHATTHE DESIGN BASIS SPECTRA AND THE CON-FIGURATION REVISED SPECTRA FOR THE MEAB ARE CONSERVATIVE IN THE STRUCTURAL FREQUENCY RANGE (3) JUSTlFY EXISTING DESIGNS IN SPECIFIC INSTANCES WHE LIMITED DEPARTURES FROM THE DESIGN BASIS SPECTRA ARE IDENTIFIED.

_._ __m --

 - k - - 1 - ' ' * ^ - - ' - . _ lrru~n _

2

[ .

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EVALUATION OF THE EFFECT OF . d STRUCTURAL CONFIGURATION CHANGES F ii!

 - INSIGNIFICANT VARIATION IN EMS RESPONSE SPECTRA I WITH CHANGES IN STRUCTURAL CONFIGURATION I I ,h - EHS AND SINGLE-STEP FEM RESULTS ARE COMPARABLE ~

f FOR THE SAME STRUCTURAL CONFIGURATION AND i SIGNIFICANTLY LESS THAN TWO-STEP FEM RESULTS IN ,FIXED BASE FREQUENCY RANGE. !i'

 - CONCLUSIONS: TWO STEP FEM METHOD IS ARTIFICIALLY l l.

SENSITIVE TO CHANGES IN STRUCTURAL CONFIGURA- {,g TION;ITS RESPONSE LEVEL EXCEEDS CONFIRMATORY-! g BASIS SPECTRA AND CONSEQUENTLY DESIGN-BASIS-

 )

g SPECTRA (TWO4TEP FEM) NEED NOT BE REVISED TO i]y REFLECT CHANGES IN STRUCTURAL CONFIGURATION P g; i1

 ~

, . . ., .._.=.-...~-....;..-.

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l 23 f l C (-ic2 l gyggy A 7 y AI F CALC. N0. ,sisurum G. . Lu. (, un 1.tq e e, CECKED A/"hsWTE e /t a / t% 'IR(WECT S1P Jos No,iu.Tv b *8 I li

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FRESUENCT ttFSI STF IEAS ISLD). EMS. NS . SSE. RVC 30!L. EL 80. FT SIODE T3 EHS METHOD

 \\

 .1. / ~

! EFFECT OF FLOOR FLEXIBILITY ON .VERTICAL RESPONSE SPECTRA :;i I!(1) M-E AUXILIARY BUILDING ,i hl

 - PURPOSE

[7

DIRECTLY,WITHOUT AMPLIFICATION, FOR THE I!SEISMIC ANALYSIS / QUALIFICATION OF ITEMS p~MOUNTED ON FLOOR SUBSYSTEM , 1.I t:I, l '

 - METHOD OF ANALYSIS

,

!h

t SPECTRA ARE CALCULATED ,J.d

 - CONCLUSION:

b e VERTICAL RESPONSE SPECTRA ARE NOT AFFECTED >,IF THE FUNDAMENTAL VERTICAL FREQUENCY

 ^

OF FLOOR SUBSYSTEM EXCEEDS 12 CPS

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OS O NM I .O N IP DL SE S SOI LFP O I TB E IU MOR EC L ICG G B TR SI L NN N B D O S IEI F E H YE C S U ED OR F CTEE D NAHR Q BN EE OP TL N EPTG RR FAE S

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CALCULATION SHEET ,i moeingues ) E' 'e.o. son $es 180LSTON Nears @/ f*/,tsxAs 7tm241mcuecuseLb' b gate see._ T0IT b ~I l'btl eave m et S'I' f- me ,,a f 49 L t. -o o I -(I m door N[w%h aktc{. _ fo 0 , _t (, J _i i 1

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[ ) :J OVERALL CONCLUSIONS t-i.

AND EQUIPMENT IN THE LOW FREQUENCY RANGE IS REQUIRED L PER EMS FRS. ,[.

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 ~

ANO 088 ARE C0feSERVATIVE AND ADEQUATE. ll[.i i e THE TWO STEP FEM SPECTRA OBTAINEO USING THE ORIGINAL ANO l THE REVISED STRUCTURAL CONFIGURATION OF THE MEAR ARE BOT CONSERVATIVE WITH RESPECT TO THE CONFIRMATORY BASIS l l',m SPECTRA.i Os xI e EMS SOLUTION DEMONSTRATES THAT THE EFFECT OF STRUCTURAL CONFIGURAT,JN CHANGES ON THE FRS IS INSIGNIFICANT FOR THIS I[PROJECT. l p ,e EFFECT OF FLOOR FLEXIBILITY ON THE VERTICAL FRS IS NEGLIGIBLE IF THE FLOOR FREQUENCY IS 12 HZ OR GREATER.N" )

[

 .. . ......_.;_.___..._..._......m_._.. - . .- =

I. METHOD OF SEISMIC ANALYSISD 1 FOR CATEGORY I STRUCTURES STRUCTURES STRUCTURAL DESIGN FRS REACTOR CONTAINMENT TH (1) TH (1) i BUILDING MECHANICAL - ELECTRICAL 4AUXILIARY BUILDING , TH (1) TH (1)

 . FUEL HANDLING BUILDING TN (1) TH (1) i .

l DIESEL GENERATOR BUILDING TN (1) TH (1)ESSENTIAL COOLING WATER 'INTAKE STRUCTURE TH (2) TH(2)ESSENTIAL COOLING WATER ES(3) N/A

 . Ol8 CHARGE STRUCTURE l AUXILIARY FEEDWATER -

STORAGE TANK EII4I N/A UNDERGROUND PIPING AND (5) N/A ELECTRICAL RACEWAY SYSTEM (1) TIME HISTORY ANALYSIS BY TWO4TEP FEM METHOD FOR SSI. , ...Q) TIME HISTORY ANALYSIS BY EMS METHOD FOR SSI. ,

 . p) ESUIVALENT STATIC METHOD (1.5 X PEAK SPECTRAL ACCELE '

RATION OF RG 1A8) ,to) atSPONSE SPECTRUM METHOD . .,

SC TOP 4A (OG CIAE) ,

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CONCRETE ,'AUX. FEEDWATER STORAGE TANK FOUlmAYION MAT PLAN & SECTION ,-

 . UNIT 1 & 2 _

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STRESS ANAL.YSIS RESilLTS D + 1. + F + T +T + 1.5 P (See Notations)CONCRETE STRESSES ABNORMAL.(Non-Service load)Heridional lloop Primary and Primary Primary 'and Portion Section Primary Secondary Secondary Hem Hem Hem Hem Hem Hem Hem Hem

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(a) Sign Conventions are:Stresses and strains . . . . . . . . (+) tensile . . . . . . . .(-) compressive (b) The stresses were obtained from OPTCON computer output.(c) The section is assumed cracked when concrete stress is in tension.

STRESS Atla 1YSIS RESill.TS D+L+F+T +T + 1.5 P (See Notations) o a a REINFORCEMEfff SIRESSES 1.iner(!!on-Service load) ABil0 RNAI. .Meridional lloop Strain Portion Section Primary Primary and Primary . Primary and Herid- lloop 6Secondary Secondary lonag X10 In- Out- In- Out- In- Out- In- Out- X10. in/in side side side side side side side side in/in (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)

 ^ 154 iS4 154 iS4 154 *10000 110000 54 154 154 able Basemat 1 1.2 -0.48 21.4 15.2 5.1 .52 22.8 16.2 -557 -497 Dome 2 - 1. 's -1.4 12.3 .88 .56 .1 21.2 15.9 -1295 -662 3 .7 -1.4 26 13.7 1.8 10.2 8.6 21.2 -545 -273 4 .08 -1.9 16.8 -1.4 34.5 12.4 34.7 30.4 -1043 -225 5 -1.9 -2.1 -3.2 8.7 49.3 19.7 20.9 40.8 -626 -210 Wall 6 -1.6 -1. 9.5 -1.7 28.5 19.6 35.3 36.7 -1288 -268 7 19.6 -12.2 5.6 7.0 14.7 .93 2.8 -1.1 -56 -2 17 8 40.1 2.4 22.9 6.1 -2.3 17.8 -1.2 90. 419 -468 liasemat 9 -7.9 43.5 -6.7 45.1 -7.8 42.1 -6.5 43.2 -765 -730 Slab 10 -7.5 33.4 -6.9 34.8 -8. 34.5 -7.3 35.7 -746 -742 11 ~ -7. 34.3 -6.8 35.4 -7.4 36.3 -7.1 37.4 -740 -736 Footnotes:

(a) Sign Conventions are:Stresses and strains . . . . . . . . (+) tensile . . . . . . . .(-) compressive (b) The stresses were obtained from OPTCON computer output. *(c) The section is assumed cracked when concrete stress is in tension.

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P -3 -(TABLE 3.8.3-1 1AAD COMBINAft0NS FOR CONCRETE INTERNAL STRUCTURES ( CATECORY LOADINC CONDITION NO. D L 7, R, E, E,, 7, R, F, T STRENCTil (See Note a)SERVICE NORMAL 1 1.4 1.7 0 for All Combinettone 2( I 1.4 1.7 1.7 1.7 l33 3 1.4 1.7 1.9 SEVERE ENVIRONNENTAL 4 1.4 1.7 1.7 1.7 1.9 29 l3 0 S 1.2 1.9 N05- ASNonMAL 6* 1.0 1.0 1.0 1.0 1.0 1.0 1.5 33 ABNORMAL /5ETERE

~ENVIRONNENTAL 8 1.0 1.0 1.0 1.0 1.0 ASNOsMAL/EX7EME G ENVIRONNENTAL 9I *I 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 l33 Notes: a) W le the section strength regelred to resist design loads and to beeed on methode described in ACI 318-71.b) Imede not applicable to a particular system under consideration may be deleted.c) If the effect of a nonpermanent toed redeces the effect of othere 33 in the combinetton, the case of it being absent shall eleo be considered.d) The values of load factors in combination no. 2 and me. 4 are susitiplied by a factor of 0.75 to account for T ,and B,.e) In combinations C. 7 and 9 the menteum values of F . (T +T).(R + R ) and T including en appropriate dynamic IIed fIctor*obe11 be,used,unless e time history onelyste is performed to justify 33 otherwise.t I5 e

b . I

 - :i 1

TABLE 3.5.3-2 s I0A3 CesEINAtt0NS FOR StatL INTttusAL STROCTURES I

 **I N

i T STRENCTR CATE00RY 1AADIWC CONDITleN NO. 9 L 7, R, E, E, T, R, P, (See Notes) 1 29 1.0 1.0 g(C) Q220 1 SERTICE WORMAL 1 2 1.0 1.0 1.0 1.0 1.33S(*I SETERE 3 1.0 1.0 1.0 SI *I i W1.33SI *I ENTIRGISENTAL O 4 1.0 1.0 1.0 1.0 1.0 AaN0 ANAL SI *I 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.60SI *I 33 #AsNossinLISevets 6(* 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.60S IdI 30N- ENVlacNMENTAL EITses 7 1.0 1.0 1.0 1.0 1.0 1.60SI *I ENTIRouMENTAL ,

 ' 33 Y r "I

considerettee may be deleted.b) If the effect of a esepermaneet lead redeces the effect of othere in combinettee, the case of it beleg abeest shall aloe 33 he ceasidered. ,c) 'S' to the regelred strength beoed on the eteetic design mothede and alloueble stressee defined to Part 1 of the AISC Specificettee. 36 ;d) For these two combinettees, in computing the required strength 's.' the pleetic secties modelse of steel ebapes imay be used.e) In combinattano S. 6. and 8. the monimum values of F . (T +T .(R e R ) and T including an appropriate dynamic leeI f acier a sI)11 be'esed*entees a time history analysis is performed to justify 33 otherwise.9 al ll

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 . FORCES AND MOMENTS AT KEY SECTIONS -

. FOR PRIMARY SHIELD WALL- .HOOP DIRECTION BENDING HOOP REINF. PROVIDED(IN 3 /FT) UTILIZATION I3)LOAD AXIAL FORCE (2) MOMENT (2) INSIDE FACE OUTSIDE FACE FACTOR ELEVATION CASES (1) (k/ft) (ft.-k/ft) AS* AS (%)(-) 13'.3" TO 12' 1" B 6.38 11.37 1.58 1.55 2.86 12'1" TO 29'4" A 198.67 -235.71 2.13" 2.08 95.68 29'4" TO 38'4%" B 323.96 178.28 4.85 5.20 31.76 2BENDING VERT.REINF. PROVIDED (IN /FT) UTILIZATION (3)VERTICAL DIRECTION FACTOR LOAD AX1AL FORCE III MOMENT (2) INSIDE FACE OUTSIDE FACE CASES (1) '(k/ft) (ft.-k/ft) AS1 AS ELEVATION (%)(-) 13'-3" TO 12'-1" 8 -22.96 780.05 4.0 4.0 51.74 12* 1" TO 29'4" B 206.91 1,111.78 4.0"* 4.0 05.71 29'4"TO 38'8%" 8 193.51 271.00 4.0 4.0 64.16 NOTES: (1) LOAD CASES ARE THOSE LOAD COMBINATIONS THAT GOVERN THE DESIGN (A) 1.0D + 1.0L + 1.0T + 1.0 (R. + R.) + 1.25E + 1.25P + 1.0Y (B) 1.00 + 1.0L + 1.0To + 1.0 (R + R.) + 1.0En + 1.0Pa+ 1.0Y (2) SIGN CONVENTION FOR FORCE AND MOVEMENTIS AS FOLLOWS:FORCE: POSITIVE --TENSILE FORCE NEGATIVE- - COMPRESSIVE FORCE ,MOMENT: POSITIVE -- TENSION IN THE OUTSIDE FIBERS NEGATIVE--- TENSION IN THE INSIDE FIBERS (3) THE DEFINITION OF UTILIZATION FACTOR IS AS GIVEN IN THE OPTCON MODULE OF BSAP-POST COMPUTER CODE.

 ** STEEL STRESS IS 59.44 KSt WHICH IS BELOW THE MINIMUM SPECIFIED STEEL YlELD STRESS OF 60 KSI AND IS DEEMED AS ACCEPTABLE (ALLOWABLE STEEL STRESS IS 54 KSI). .

l 1T DOES NOT INCLUDE THERMAL LOAD WHICH REDUCES STRESSES.

 *** STEEL STRESS IS 55.15 IS KSI WHICH IS BELOW THE MINIMUM SPECIFIED STEEL YlELD STRESS OF 60 KSI AND IS DEEMED AS ACCEPTABLE (ALLOWABLE STEEL IS 54 KSI).

IT DOES NOT INCLUDE THERMAL LOAD WHICH REDUCES STRESSES.t

s is CONSERVATISM ASSOCIATED WITH EXISTING ANALYSIS !l l(1) PEAK l'. *U.NAL PRESSURE SPATIALLY2 DISTRIBUTED UNDEA DOUBLE l ENDED GUILLOTINE PIPE BREAK (150 lN BREAK AREA). LOCALOAO 'REACTIONS AT R.V. SUPPORT AND PRESSURE EFFECT APPLIED ^SIMULTANEOUSLY (2) WESTINGHOUSE NSSS SEISMIC ENVELOPE LOADS USED (3) SEISMIC AND LOCA LOADS ARE APPLIED AS ABSOLUTE SUM AS OPPOSED TO SRSSWHICH IS A MORE REASONABLE APPROACH (4) EFFECTS OF THERMAL LOADS EXCLUDED FOR THE MOST CRITICAL SECTION SHOWN (THERMAL LOADS REDUCE STRESSES)FOR EXAMPLE,lF THERMAL LOADS CONSIDERED AS REAL LOADS, jFOLLOWING STRESSES ARE OBTAINED FOR THE MOST CRITICAL SECTION UNDERTHE CORRESPONDING LOADING CONDITION AS PRESENTED IN OTHER VIEWGRAPH.HOOP DIRECTION AT EL.29'4":REINFORCEMENT STRESS (ksi) UTILIZATION AXIAL FORCE (k/ft) BENDING MOMENT ft.-k/ft.AS FACTOR AS' I2.82 29.11 47.42 3.42 567.40 ll lI ll o

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LOADS DEAD (D)DEAD WEIGHT OF WALLS, SLABS & MAJOR EQUIPMENTS PIPING, CABLE TRAY & SMALL EQUIPMENTS - 50 PSF ON VERT. SURF.PIPING, CABLE TRAY & SMALL EQUIPMENTS -300 PSF ON FLOORS LIVE (L) 1,000 PSF FOR LAYDOWN AREA 300 PSF FOR SLABS INSIDE SECONDARY SHIELD WALL 500 PSF FOR FLOORS OUTSIDE SECONDARY SHIELD WALL OPERATING THERMAL (TO)DESIGNED FOR THE DIFFERENCE ON RUC ON ACCIDENT PRESSURE (PA)DYNAMIC LOAD FACTOR OF 1.2 WAS APPLIED TO THE FOLLOWING CASES CONSIDERED:

YR- RUPTURE LOADS ON THE SUPPORTING BRACKETS BASED ON WESTINGHOUSE SUPPLIED DATA YJ-JET IMPlNGEMENT PRESSURES BASED ON THE 3 CASES STATED IN ACCIDENTPRESSURE(PA)SEISMIC (Eo, Es)CONSIDER ALL THE DEAD LOAD PLUS 20% OF LIVE LOADS

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FORCES AND MOMENTS AT KEY ' SECTIONS[ SECONDARY SHIELD WALL ANALYSIS HORIZONTAL REINF. AT CRITICAL FACE GOVERNING LOAD (3)KEY ELEM. AXlAL F. BEND M REQ'D PROVIDED COM8INATION N O. (K/FT) FT.K/FT SQ. IN/FT. SQ. lN/FT. NO.(A) REMARKS 1017(1) 98.21 261.06 2.63 7.0 7 (8) @ U.S 1002(1) 133.98 401.24 5.19 7.0 7 (8) @U5 1000(II 101.43 142.11 1.88 7.0 7 (10) @ U4 985(1) 119.82 411.32 5.19 7.0 7 (8) @ U-5

 ~

4.68 969(1) 56.86 117.37 2.66 4(3) @U5 996(1) 115.17 255.90 2.88 7.0 7 (10) @U3 ~~764(2) 138.63 371.38 3.88 4.68 7 (8) @ POOL 305(2) 116.63 199.15 2.37 7.0 7 (10) @ U-6 281(2) 178.64 248.65 3.38 4.68 7 (8) @U6 283(1) 113.43 268.72 2.88 4.68 7 (8) @U2 332(2) 99.03 226.40 2.37 7.0 7 (8) @ POOL TOP 267(2) 44.13 418.94 3.15 4.68 7 (10) @ POOL CORNER

 - 924(2) 195.22 105.72 2.63 4.68 7 (8) @ SSW CORNER 903(1) 158.24 91.05 3.13 8.78 7 (8) @ L4 899(2) 222.87 33.07 2.63 7.0 7 (10) @ L-3 882(1) 180.03 86.96 2.38 7.0 7 (10) @L3 914(1) 202.75 234.93 3.63 7.0 7 (10) @L2 896(2) 228.43 -241.51 3.88 5.85 7 (10) @L2 729(1) 229.00 76.16 3.92 4.68 7 (8) @ T 2, T 1 727(2) 187.99 128.98 2.42 4.68 7 (10) @ BOTTOM OF CANAL NOTES:

(1) THE PRIMARY LOA 0 CONTROLS (2) THE THERMAL LOAD IS INCLUDED (3) 4 = 1.4D + 1.7L + 1.7 To + 1.7 Ro + 1.9 Ea 7 = D + L + To + Ro + 1.25 Pa1 + TA1 + R Aj + 1.25 Eo + Y1

 . FORCES AND MOMENTS AT. KEY SECTIONS SECONDARY SHIELD WALL ANALYSIS VERTICAL REINF. AT CRITICAL FACE GOVERNING LOAD (3)

KEY ELEM. AXIAL F. BEND M REQ'D PROVIDED COMBINATION N O. (K/FT) FT-K/FT SQ IN/FT. SQ IN/FT. NO. (A) REMARKS 1000(1) 68.66 97.48 1.41 4.68 7(16) @U5 985(1) 10.37 291.87 2.94 3.0 7(B) @U5 994(1) 17.29 36.53 0.93 3.0 4(1) @ U.7 27.11 115.47 0.91 4.68 7(8) @ POOL 764(2) 311(1) 11.23 -343.89 2.40 5.56 7(10) @U1 377.81 3.66 4.0 7(8) @ L 1, T-3 258(1) 192.17 236(1) 140.90 107.87 2.17 4.0 7(10) @L5 662(2) 450.02 6.28 4.41 4.68 7(10) NEXT TO OPENING AT BASEMAT 920(2) 67.57 102.96 1.41 4.68 7 (14) @ L-4 903(1) 48.76 45.65 1.20 4.41 7(12) @L4 842(2) 32.83 245.38 1.66 4.tM 7(8) NEXT TO SLAB OPENING 809(2) 37.00 -150.50 1.41 2.34 7(18) @ WALL CDRNER 796(2) 57.14 186.82 1.91 2.34 4(3) @ WALL CORNER NOTES:(1) THE PRIMARY LOAD CONTROLS (2) THE THERMAL LO AD IS INCLUDED (3) 4 = 1.4D + 1.7L + 1.7 To + 1.7 Ro + 1.9 Eo 7 = D + L + T0 + R0 + 1.25 PA + TA + R A + 1.25 E0 + Y l

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 @ et 1 -INDICATES BOUNDARY ELEMENT s . if - 2 -INDICATES BEAM ELEMENTS - '  ' N -lNDICATES N00AL FT.

o .l lI 1TABLE 3.8.3-4 j CONTAINMENT INTEANAL STRUCTURES SUMART OF COVERNING COMBINED STRESS RATIOS FROM TNE BEAM / COLUMN INTERACTION EQUATION FOR PRINCIPAL STRUCTURAL STEEL MEMBERS Governing Load Combined Description of Combination Stress Principal Members Location of Principal Members Number Ratio (<l.0)U27x160 BEAM E1. 68'-0" Between AZ 180* and AZ 206* 30' 1 (a) 0.95 W33x240 BEAM E1. 68'-0" at AZ 355' 8 (a) 0.54 W33x240 BEAM E1. 68'-0" at AZ 322.5* 1 (a) 0.58 W27x160 BEAM E1. 68'-0" Between AZ 5* and AZ 25.5* 1 (a) 0.68 W27x160 BEAM El. 68'-0" Between AZ 334.5* and AZ 355* 1 (a) 0.72,' W30x190 BEAM (W33x240) E1. 68'-0" Between AZ 106.5* and AZ 159.5* 5 (a) 0.97 (b)

 , W24x100 BEAM (W24x145) E1. 68'-0" Between AZ 127' and AZ 139' 1 (a) 0.87 (b)

}} W33x240 REAM E1. 68'-0" at AZ 139' 5 (a) 0.86 i.f (a) Refer to FSAR Table 3.8.3-2 for description of Iman Combination Number.(b) MIN. PERMISSABLE MEMBER SIZE l ( )= ACTUAL BEAM .i

 .l ANALYSIS AND DESIGN OF '

DIESEL GENERATOR BUILDING lSOUTHT!EHR5 PROSCT ELECTRIC GENERATING STATION UNIT 1 & 2 JANUARY 1985 :

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ANALYSIS AND DESIGN OF FUEL HANDLING BUILDING 50UTHTEMA5 ELECTRIC E A 1UNIT 1 & 2 .JANUARY 1985 tI

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