additional information, dated august 20, 2009. u7-c-stp-nrc … · * stresses in concrete and...

Nuclear Operating Company

South Texas tro/ect Electric Generating Station P.. Box 289 Kadsworth, Texas 77483

December 30, 2009U7-C-STP-NRC-090230

U. S. Nuclear Regulatory CommissionAttention: Document Control DeskOne White Flint North11555 Rockville PikeRockville, MD 20852-2738

South Texas ProjectUnits 3 and 4

Docket Nos. 52-012 and 52-013Response to Request for Additional Information and

Supplemental Response to Request for Additional Information

References: 1. Letter, Scott Head to Document Control Desk, "Response to Request forAdditional Information," dated August 20, 2009. U7-C-STP-NRC-090112(ML092360772)

2. Letter, Scott Head to Document Control Desk, "Response to Request for

Additional Information," dated November 19, 2009. U7-C-STP-NRC-090208(ML093270047)

Attached is a second supplement to the response to RAI question 03.07.01-13, related to COLA

Part 2, Tier 2, Section 3.7, "Seismic Design." References 1 and 2 provided the original response

and the first supplement to RAI question 03.07.01-13.

The attachment to this letter provides the following:

RAI 03.07.01-13, Supplement 2.

When a change to the COLA is indicated, the change will be incorporated into the next routine

revision of the COLA following NRC acceptance of the RAI response.

There areno commitments in this letter.

If you have any questions regarding these responses, please contact me at (361) 972-7136, or Bill

Mookhoek at (361) 972-7274.

b0q

STI 32592407 0

U7-C-STP-NRC-090230 of 3

I declare under penalty of perjury that the foregoing is true and correct.

Executedon - j'jPoi

Scott HeadManager, Regulatory AffairsSouth Texas Project Units 3 & 4

rhb

Attachment: RAI 03.07.01-13, Supplement 2

U7-C-STP-NRC-090230 of 3

cc: w/o attachments and enclosure except*(paper copy)

Director, Office of New ReactorsU. S. Nuclear Regulatory CommissionOne White Flint North11555 Rockville PikeRockville, MD 20852-2738

Regional Administrator, Region IVU. S. Nuclear Regulatory Commission611 Ryan Plaza Drive, Suite 400Arlington, Texas 76011-8064

Kathy C. Perkins, RN, MBAAssistant CommissionerDivision for Regulatory ServicesTexas Department of State Health ServicesP. 0. Box 149347Austin, Texas 78714-9347

Alice Hamilton Rogers, P.E.Inspection Unit ManagerTexas Department of State Health ServicesP. 0. Box 149347Austin, Texas 78714-9347

C. M. CanadyCity of AustinElectric Utility Department721 Barton Springs RoadAustin, TX 78704

*Steven P. Frantz, EsquireA. H. Gutterman, EsquireMorgan, Lewis & Bockius LLP1111 Pennsylvania Ave. NWWashington D.C. 20004

*George F. Wunder* Tom Tai

Two White Flint North11545 Rockville PikeRockville, MD 20852

(electronic copy)

*George F. Wunder*Tom TaiLoren R. PliscoU. S. Nuclear Regulatory Commission

Steve WinnJoseph KiwakEli SmithNuclear Innovation North America

Jon C. Wood, EsquireCox Smith Matthews

J. J. NesrstaKevin PolloL. D. BlaylockCPS Energy

RAI 03.07.01-13, Supplement 2 U7-C-STP-NRC-090230Attachment

Page 1 of 192

RAI 03.07.01-13, Supplement 2

QUESTION 03.07.01-13

FSAR Appendix 3H.6.5.1.3 states that soil conditions at the STP 3 & 4 site are described inSubsection 2.5S.4. The applicant is requested to provide the information per guidance of SRPAcceptance Criteria 3.7.1.11.3 either in this Section or by specific reference to specific Tables orFigures for all site-specific Category I structures (including UHS and RSW Piping Tunnel).

RESPONSE, SUPPLEMENT 2:

As specified in Reference I (ML092360772), Attachment 1, "SupplementalResponse Schedule," the following tables and figures, which provide summary ofdesigns for UHS/RSW Pump Houses and RSW Piping Tunnels, are provided in thissupplement to the response to RAI 03.07.01-13:

Tables: Table 3H.6-5 through Table 3H.6-10;

Figures: Figure 3H.6-41 through Figure 3H.6-136; andFigure1.2-34 through Figure 1.2-36.

Submittal of the tables and figures listed above also satisfies commitments inReference I (ML092360772), Attachment 1, "Supplemental Response Schedule,"for the following RAIs:

RAI 03.03.01-2RAI 03.03.02-2RAI 03.07.02-10RAI 03.07.02-12RAI 03.08.04-11RAI 03.08.04-13RAI 03.08.05-1

The dynamic bearing capacity factors of safety (FOS) for the site-specificconditions for the Reactor and Control Buildings and the UHS/RSW Pump Housesare being provided in a supplement to the response to RAI 02.05.04-29, which isbeing submitted separately from this submittal.

The static bearing capacity factors of safety (FOS) were provided in Revision 3 ofCOLA Part 2, Tier 2, in Table 2.5S.4-41B, "Bearing Capacity of Foundation."


Page 2 of 192

As requested in RAI 03.07.02-12, the following Figures (i.e., RAI 03.07.01-13Aand 03.07.01-13B) show the envelope of soil pressures obtained from the SSIanalysis of the UHS/RSW Pump House. The averages of these SSI pressures,excluding the sharp peaks at support locations, are comparable to those obtainedfollowing the guidance in Subsection 3.5.3.2.2 of ASCE 4 (See Figures 3H.6-41through 3H.6-43).

Pump House Walls - Envelope Between Cross-Walls

00

60 1[ Grade

50

40

30

J I

20 _ V .~

10 __

0

-10 -

-i-Pump House West Wall

-- Pump House East Wall

•.. Pump House North Wall

-,L- Pump HouseSouth Wall

0.0 2.0 4.0 6.0

Soil Pressure (k/ft 2)

Figure RAI 03.07.01-13A: Enveloped Soil Pressures at Pump House Walls;Envelope Between Cross-Walls


Page 3 of 192

Basin Walls - Envelope Between Cross-Walls

60

55

50

45

0o 40N

35

30

25

--- Basin West Wall

--- Basin East Wall

- --. -Basin North Wall

-- 4"- Basin South Wall

t

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0

Soil Pressure (k/ft2 )

Figure RAI 03.07.01-13B: Enveloped Soil Pressures at Basin Walls;Envelope Between Cross-Walls

In addition to the above, the following COLA changes, (A) through (D), will bemade as a result of this supplemental response:

(A) Previous COLA Section 3H.6.2 revision provided as enclosure in response toRAI 03.07.01-11 will be revised as shown below:

3H.6.2 Summary

For the design of the UHS basin and the pump house of each unit, theseismic effects were determined by performing a soil-structureinteraction (SSI) analysis, as described in Subsection 3H.6.5. The free-field ground response spectra used in the analysis are described inSubsection 3H.6.5.1.1.1. The resulting seismic loads were used incombination with other applicable loads to develop designs of thestructures. Hydrodynamic effects of the water in the basin wereconsidered. The following results are presented in tables and figures, asindicated:


Page 4 of 192

0 Natural frequencies (Table 3H.6-3).

0 Seismic accelerations (Table 3H.6-4).

0 Seismic displacements (Table 3H.6-4).

0 Floor response spectra (Figures 3H.6-16 through 3H.6-39).

0 Factors of safety against sliding, overturning, and flotation (Table 3H.6-5).

0 Combined forces and moments at critical locations in the structures alongwith required and provided rebar (Tables 3H.6-7 through Table 3H.6-9 randF4quresý3HI6-51 hthrough 3H.6-136).

0 Lateral soil pressures for design (Figures 3H.6l_1 through 3H.6-44)

0 LCatera so-il pre*s~s*ur~es-fo itabilt evaluation ,(Figqu res 3SH.6-46 throgh3H650)

STornado evaluation results. (TableL 3H.6I0-i)

The final combined responses are used to evaluate the designs againstthe followingcriteria:* Stresses in concrete and reinforcement are less than the

allowable stresses in accordance with the applicable codes listedin Subsection 3H.6.4.1.

" The factors of safety against flotation, sliding, and overturning of the structuresunder various loading combinations are higher than the required minimum valuesidentified in Subsection 3H.6.4.5.

" The calculated static and dynamic soil bearingpressures/displacements are less than the allowable values.

* The thickness of the roof slabs and exterior walls are more than the minimumrequired to preclude penetration, perforation, or spalling resulting from impact ofdesign basis tornado missiles. In addition, the passage of tornado missilesthrough openings in the roof slabs and exterior walls is prevented by the use ofmissile-proof covers and doors, or the trajectory of missiles through ventilationopenings is limited by labyrinth walls configured to prevent safety-relatedsubstructures and components from being impacted.

The RSW piping tunnel seismic analysis has been performed using anequivalent static approach, as discussed in Section 3H.6.5.3.


Page 5 of 192

(B) Previous COLA Section 3H.6.4.2.1 revision provided as enclosure in responseto RAI 03.07.01-11 will be revised as shown below:

3H.6.4.2.1 Soil Parameters

Poisson's ratio (above groundwater):

Poisson's ratio (below groundwater):

Unit weight (moist):

Unit weight (saturated):

Liquefaction potential: ...

Static Soil Bearing Capacity:

Dynamic Soil Bearing Capacity:

0.42

0.47

120 pcf (1.92 t/m 3)

140 pcf (2.24 t/m 3)

None

See FSAR Subsection 2.5S.4.10

CalculateR Suactdr of Safety (Lae4r)See FSAR Subsection 2.5S.4.10

(C) The COLA Section 3H.6.5.2.14 revision provided as enclosure in response toRAI 03.07.01-3 will be revised as shown below:

3H.6.5.2.14 Determination of Seismic Overturning Moments and SlidingForces for Seismic Category I Structures

The evaluation of seismic overturning moments and sliding accountsfor the simultaneous application of seismic forces in three directionsusing 100%, 40%, 40% combination rule as shown below:

±100% X-excitation +40% Y-excitation +40% Z-excitation+40% X-excitation +100% Y-excitation +40% Z-excitation

(Note: X & Y are horizontal axes and Z is vertical axis. Positive Z isupward. Also, ±40% X-excitation ±40% Y-excitation ±100% Z-excitation is not critical.)

The resisting forces and moments due to dead load are calculatedusing a reduction factor of 0.90. Resisting forces and moments due tosoil are based on at-rest soil pressure. The friction coefficients usedfor the s id ing evaluation is're 0.30 und ertiiejlSW Pumr House and0.40 unjde the UHS Basin. The calculated stability safety factors forthe UHS/RSW Pump House are provided in Table 3H.6-5.

(D) COLA Chapter 21 Figures 1.2-34 through 1.2-36 will be replaced by theattached revised Figures 1.2-34 through 1.2-36.


Page 6 of 192

[Table 3H.6-5: Factors of SafetyAgainst Sliding, Overturning, and Flotation for UHS Basiniand RSW Pump House

Calculated Safety FactorLoad Combination Notes

Overturning Sliding Flotation

D+F - - 1.8

D+H+W 60.3 12.3 -- 2,3

D+ H+Wt 49.7 89 --

D+ H÷E' 2-27 1.112 -- 3

Notes:

1) Loads D. H, W, Wt, and E' are defined in Subsection 3H.6.43.4.1.- F is the buoyant forcecorresponding to the design basis flood.

2) Reported safety factors are cowservatively based on considering empty weigt of the UtHSBasin.

3) Coefficients of fridtion for sliding resistance are 0.3 under the RSW Pump House and 0.4under the UHS Basin

Table 3H.64: Results of RSW Piping Tunnel Design I

Area of Relnorbement (OMt)

Tmckne DOSIgn OesignL ~oaffi n Item (f Governhig Load Comunalon Moment Shearrt) Shear dnfamn t

L n(Mt) (k4p-tfM (Ml Pft) Momn ReIforcement

ProvidedRelried Prodded Reqidred Provided

Ex$wi- T 0 A0*I.,7L1+IAP1.7H 136,47 21* 1.16 127 NW No"wan (ver)a (vefta

"H 50.7 0.79R*O• SW 74-r" ! A+C ,TL+1.4F+1JH 5.,5.13 11.4 (east-west) (east-west) No"N

• c1,13 127nt--mr Sab 7 2-4 D+Lo.F+H'+e 94.6 13.07 No1e None

(eGtawst) ewest)____12.2 18 0.97 1.00 Noe Nn-- -" --~,,-•"42 2,2 l.) (eaairne•t) (eastiweot)

Exftrw 374r 1.4D+1i.L+IAF+t.TH 324.37 3423 z19 22 NO No

" fleffll rWll 27-4 D+Lo+F+r+E7 (2) 15215 19Ao6 1.9 225 Noe Nonem- :t'• 0.7 ) 0.70 " None None

. ; Roasi 3TO 1.40+1.7L+1.4F+1 7H 820 1521 0.70 0.7

(eeas-west) (ees,-wes)

.Inm"u Slab ?.04 DO+Lo+F '+ E" 135.92 17-98 (s )$ (eaowest)Ne

(ra"•l) (n*="o•)020 0,79

1A40+liL+t4F+J M.15566 3037 1.16 1.27(east-west) (e-s,..esN)

aaero W 3-0 0A+.LIA+.H 4.57 2"M N70 07

0i _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

0,.

0

C1,

2)t,,j

Table 3H.646: Results of RSW Piping Tunnel Design q (C ntinued)

Area of Rekitorcemed (pm2l)

Thckness Oesign DesignLocatn Item (M Govemnig Load Combinatio MIoment Shear ReIner(klp-1tft) (MO/t)M o •Rifreeti ha enocmn

Provided____________ (both faces) Reqlrd Provided

3219 2.00 2.21 225d. (verdcaq) (ealc.l) None None© Elimer~o __"`0"____________ ____r ____

214,4 2&.50 1o4f0onta) (hod1Ital) Ne None

I ~~2 (hIznAl L~nai

M21 630.76 60.74 (t-wet) (ea et) None NoneBesemat 64-" 11Bsoa WV ID+f.?L.+1.4F+ 1.71t I 1.78-wst 2,ast-e

.1 14t*+I; +142)t. MAOo 6W74 1.76 2 None NoneO+LQ+F++.. (north-souti) (notth-south)

Exterior - 1,4D+1.L+iAF+.Th 14760 21.99 1.16 1.,6 None NoneR was (verucaq) (verUcaa)

RoofSlab 34" 1.4D+1.7L+1AF+l.TH 344.29 36.51 2.r•4( 0 None None

oa Sab(north-south) (naflh-south)

IU nteror slb L + 2 16154 20.69 1.69 S"1 None None

Basemat 3X-0" 1.40+ I.I+1AF+1.TH 272.73 4&196 22 -26 0.13 0.W(norhsot) (nothotIh) 0.3.2

Notes:

1) Uniless noted otlermtse, mqided retforceomet In thedirection not reported In the le~e Iscontrolled by menth nimum mquited reinforcement. The

adrdmm taqdired reinforcemen fr 2'-0" Ithck and 3-0 thick elements is0.36 In 2 tland 0.54 In/I.fL For such cases the provided reinforcement Is 0.79 In :fL

2) The loading also Includes loads duo to Intemal floodimg.

C/

t-j

00

RAI 03.07.01-13, Supplement 2 U7-C-STP-NRC-090230AttachmentPage 9 of 192

Table 3H.6-7: Results of UHSIRSW Pump House Concrete Wall Design

swiutuhsl Trs... ...... .In I--oRdfth~e-M T- 8•r M

Ps.Id.4 besifns.48m Provided R7485l

5 •Uad Frxdbn.t Lo ho 5al (4) FS (41 i OWT M m hI-nau

hrlk rRI f' onr T Lo ft) as c nnCobt~n ..mlln (It~ I) (""~lsI ft) Ct~ml. (up. 1 f4 t)a O~l d a.(Il I M

Lb.T ý . E-ca Thsii st 708 -7

• "nm. • I rh-d 1o4con • 4075 1. 1 Cl*.L' t 131ii .W, 2r

D~. Is H I+ •.•

Ek . Theis Gtan 38 -I30

8 ei8 nitndudo iThsrit tla-S -378 736

3.88.Tendon 48 E• 1fel raidtm ;32 44

molmlnI W in'. "nn. k kd m ml ll -- 7rot a 3352 333*7' i 0fl,•. ÷ 1.34.1.3W74 127r*

M2I2 D+ F ÷L +H'T.* FIi .7 -

z ll- -rl1 -

cno s.l~ll 384 1338 105F 333'1 k 13.3H .3W5 1.2T*

Lb. c5,'. "nt11-d 3 178 -7

3~l• 291 D.*F.*L.47" +Tt. 540 1•'

E-0 11- M' L -*T O,56~~~I .017a35273.

SK-5 -- L IM5112

Mifliut LiCa1 3111tt 11-d -33 -1

"- Inet 03 49-7-8

85i343.a- a-.........53 -M I7

PLb Tams 48 7488l14 liosis 885t 33 -1580i8*,ind. 3888 1.350' 1.57 5143L ' 1385+ .W+12 ,727r

mitW1 4 518871Gllq~t4 338 -443

Mnti w C 85sln E8740~ 338ii 8885* -512 -74803ulp5147. 3844 D.F. L* H" 3T.+800

73853u3 5 no "r80330 tn13 -5IC .277

M80 3.88-3.8 '3ll t Ibsid 885mwY 3 -431

cormnara.SC 543 2 140 I.i7F 7.17L 1.3 H i'135W

PENIaof 66


Table 3H.6-7: Results of UHSIRSW Pump House Concrete Wall Design (Continued)

UE -Tr53dI0. ss.0Onn oad

j3 7- I JIg T.. ... . .. 1. () lo4

) 1oad 5,1045 (in.'lP4 4' R .a. .. M- On%)

n*,4 5470 I Mlo1554.1h5W _____ ____

1.Carmbhn on o,415l134= (I44 .f) 4c l CobnonId lf k s dsl

w,•~~ ~ T•' Oap I 'lMigne 21 -

m ec 0 tI.4 IA 1.T -1.0L -I 1.. 12.7W

mc~ 4.• Tu~~s a -a

2-Vt 1 D-.I•_.1.0__ 1.0L -o..4.5+.1.502 46

*111.84..114TO.4 1.5F1 S .845

MI mml 1 14.4 1 *1.7÷1T.1Th.11TH ÷ 1.7W42465 4 .5

556an 115558 51 -4 .- 0

m~d a~

Eky g 11554355 -41 -43

1166= USS10555065Q -215 -55-V-n. t____4_ 1.0 IATD 01.7 V.0.41 102 6 .4

mode hina 1115r5 05.45 2 -424eakft

gor s 4024Th115.5.0-0 -2 4`1

In~kdbl "rl•'• Gl- l 110 -a•

o 1-1.5 3142 0.8411,4F15.,536÷1054.4t,3110l'l45= m5 "nl =00d 000kk0t -W11 .1"1

E-f11*0~ ~344 1M0.0w) 1 3 1..1 + 1.31I.1275

E-i Q 11.5.400245 -M57 -104

5OI T-lnH00n5 1.

4244905.0010l 5 =dr • 5 ( 114

9.4 C1 05p 4. cu~t -le 2

Mw. MO0lt 254MI OS F * 5 *6. 4 rFL*0o50 10 3

2-55-I. - 502 -3

EAR82066



N _______________________ T ShSO05 00 retin5g Lo.d

I ("0 I OMiF I Oh-Oh Onidligo r u08f- (Ij, I M .. . . AklI.I Ft "), - 2,- T _ _ _-jC056040044n I Condtll I d• I ) psI I• Cmiak I C•' -- Rel5f0oemont D..n

40114 0505 5050,5067 .0.30. 5.304* 5.305.1238

On's- 41054455 IShOSS 05hhO31 305j 452

00402 I

ESnQtl~a Thw55050505.5 -120 1 7E,-050 .t5n5l -nS.4Ol2 11M.2T1

End•50 h.lsl4l -M MI____1 __ ____ ___ ____ __ _Is, _

O÷ F÷L +H'*TI+ RO,•"

Enkdn 5105.l 00055 4 I N05

4.f 4 - .4.4.4 j *I.0505• E.04045 1 lr r 2

1.•5D + .08F3÷105.0 01aH5÷ 10W• -4T1

- I •000 13Tm00 1 2731 -Z•

Tmlp~l Et, d 5ns8 O÷F0L. H.0 1 R1ni.Th0a I 505 S0F10W.0..0 +

1.0D - 1.4To - 1.MF - 0.M 1. im

z

I ass540505Og 5405 S050.105701 300100,5305012Th ____=~05 4040)5350540

8

V.04 I 05454

ý3.-5eT.45w,.d. 5

0554~~~~*4. 'AT. V2015010105351T550555410 w030os ~ t 25 .5

Uh.T.5 E.0s~35,..m0..dI.3 35640505054 SO 105001037,1.30.12)1. 5205052T4 t t

~05S050 hscAdrqlls.s14404.d).3 357 -419

ýVý

84. Coasw lF..abisn~04005311443(0543m -117 53

1101d5 44.0 l11.,054 3r,4~ -SI -053E.40h504 348 .M 12

*05~8M I 40

1.0 . 1.IT. . 1.7• . 0.W 1. 4.W

7000 l-40 * 1.17 01.31. * S.01. 50H -::-. 1W

0.11 (050121I-HT I-4 ÷ I.?F -1.n1 - 17M - I,/M w 0.11(0012)

-ý I M"4 _____ . I -I.---.----4- .1 - 4 -4 4 + 4 4

2--T lAD - 1.ý• -I.%L - 1.7H - 1.W 0.11 (n 012)

Paw 3 o



03341408 4-438 ,,..... . .. ..-48873 3_74--- 804.4_ -. 74- 80_4.n

77aT7.40074 Ir3-7I 7h1n77017 330 .21887U0'r8'*,8 3230 0+F+LW47+T0T-O+EC-bbdn . C.W.•r "W•df Pýer Im so Cnb-h h CWW m .9

- 0.74o0178 F101.70* 1..1t3÷1.3W--7l3u0pb Io Ma Em a. 4- 488

m- 41. .80*

W .•00h0 07171 1.0. 104W5- 18,lol

hledlO 177740 0405 183 -12S01o ~ ~ ~ ~ .. f 4),830o0040. .82 .4WI •m I29 D*F I. -1 Ir ITa IMo .

0n40233 "lemOd 0 73 -503 -1103

mat 078T75740070051 73817 .7780

01000a la Em~no 10.71 00003 .414 -17

mo hm•mTI• •3 116

E,14 F1÷ L 14t r4. .3 R .733

*~~~- 000 -M7043 7 3

* ~~~E14mk4. 40.V.0 418

F-s4, D-F-W-1 - • PJ

x4- .4- 8884 D+F L + - IT. -I.-&robn E-V d -rIb W9 -•

a 470175o3 w 074C01 Ilu~lo 404-3M 783 478

-4 -710.l-ld40.73 21W V2

tS lmn 94001+ 6540 .05010..7F70130 ÷ .38 70.3W388T

- 8 77077701 "n 4 .3 24 '301

7787pod80 it7e 4.010.447*1 7F t073 .783 t.0

M70. r.0407n 0, E08 180771 3004.8d 407 38

68715787 D÷ ÷ I-6 - I -7T + +E

KIolSO •o. no l.om oas• 4r 0 - 074

074 04178408100071707440n 40 -83m• 7 -1724

407708001*18" 4990+++WT+4

- .7&7377.8- 1770144- 37 .

0.8,07 77Q70 044997 1

.74003.7 - 780+130+24.04737333127

E-V7004 0- 7 74

_____ _____________ ________ ___ ___ I____________ ____ _____ ____________ ____________________V4__

74+7400.0 730+.0014.772+.38+27 .08071070 Is -2 -1025IMh. 0443 -3 78

Pow 4 o


Table 3H.6-7: Results of UHS/RSW Pump House Concrete Wall Design (Continued)

-L .....40 -fooaat 6wo L.

iod.g jV( p.JOO, . . .... . . Tm.. 6.- n'4

&- h WOd-La ~ (ptfth )

M4Ti,4 E50~nogThwood t 75., .64lonoet O*i FI 7Sti T* 7 M 45

a.F5 OdP.T8 F* 40 *T*÷4.0E

E.ic.v In4l1 t 2"5 -Ia

4M25 DOF-•L .T..%H Ti ____

i n le06 S ,.215,

E,8DWfMQ8.t 4115 -M

aaionkbiW Th.om~ i -464 -V151

446i7.,Ti w0 Ettigdll The11S Sclalt Vii 44

• D* F-W*H'TI-ft 20,E

a 8apwsti 4643 0O. F.÷L ÷T.E"5moment stckl~ "Om'u radien a -213

l ti. In- ritf," 1 3.12

.2daMoql.e• Idll D÷F÷L. 0*TS* 40CC,____

= ,302i 64l 20 D 04F. L 40.r ÷T ___F;___"a 48.04. kTi hTnenlil 04 180 4I

Momod 87 1,44) - W.4 • I.-

amomenta •a034*i~ "l m• .55 -• 2,42- ii.*ick fll 4W6 M5

- 31__._2-H- D.F÷L÷H" Ta. ÷RoC 245 624

Uid i80it6 w~ 88 n *rFL*t I.r aCT __I____MudO•gO ehtMo 04n -11

kt•TWUW EFtii..e Jllg"n im aS.n 6449 066

-~a o 4 ~tr TheirS 6484. 4-1• -4

Sb. 04r ÷ L* H"4*.3 ÷ E. .0f"

T- D- F÷ L .4 l r 0

ib*L4.it~e, tiktm Molm it 322 i •L li lTat a•

Ei2fic/u hwS "n .8l .4 -1270l m~aI aImql SOC• FL }-| ____

flicTh0W.- -S 66

Pam 5 f 6



FI-L-ft3,da U5lk3 N- L264•£~L ThIM Grf Lon adftrl Lwrm••,l .,

C.d. O3-M Ml5) I6lso M C63634 R M45. -..45 3n

Ppr5

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l11cm • 4318 D7.F 4774 0,r• T 77R 7-4

Mnx T.d~. E 0 1774784 74.8008 -27 877

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1..38d ~d85 5380 D÷ F÷L.I H.5'.bT. ÷

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MO.00505* .i*5T nn580540,5 -411 419

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1.M I4AD 0.4T 1 O E•k.V -25 IM

odd ~ ~ ~ ~ ~ ~ ~ ~ ~~~-0 IM.,15 404105150 104Iml5* 85 S5

Pam 33 O



L-w•ogitudinT¶ R.. Design L.dds

5 1 0 ~ 302 5 3A45.ldW F0.s5. Lad InP64n olt Lood. T- - III- M4

T- - - ra P1(.) VIM dd

SA Th-I04410d44 454l (4) F0um (4) Wood I04411 oa R.Mfos0-soMnt DnlgnC.rabhd. Cond(l0ln 4Idp 4 1i) (" I f M he C40nl....-

•-r .na 1461 11h.110 021dM. 202 II0241.044461461ft 210 ftoo11.04 I,4 M___

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4 44311.1h1 Gnao -so 1.

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110n1* 41kdngThemla0m~l 534 130

M041141 1E*J 111.0 G 5 -404 145I410 14D 41.4T041. M0

h 174 14D - 1.F ÷1.7 - 1-- 4

*175 1D +1.4To ÷.7F ÷.

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loMalM t D4.•-ThWm-l GEd-lt -311 356

C i -630 1.044 *1 - Ej1.4D - 14T1 - 1.IT - 0.0 2

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0210441 0404 104040414410I.404-10W432



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-3hM Ta 13 ft) 33*0.8 184 .39,

Mxhsl3,00. I -.24 48

IM D+F÷-÷ r T- fto•E

M3083l4'43.19 2088 DO•F+•LO3E" OTUO 00.3•E

4139.91113.T114*n3 I1 52

I-_- "r--M • 12s24n3u23.3T4060 14r019100140010

3V.=1w ,X .3I23 - -2t hkdng3rv 33. 0 -InM3*4T1911n4424 000.3 la~n 401 12

inT.3odn91 3 1. 0t.05F .3L ÷ 1.3 8 .1•3W 2T431148. "n23.112 tall 408 192

0a -C-T-ftý a81 3 g 3 1AOOI 14T0 *I.F O .I4

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39 EOOIV3.hee . 5 218S •llmdn 3 1.40*1.4T " . ÷0.l1F 211

had g 133fn0 ta la, lW t 31 3 04

o Tl.Wnf a l .. 122 504301W4*.92wl 3 1,42÷1,4T2*1o 34 -÷U1.W .189.25

344.641 1-1-T 1 .03.4•10.4 1.1FV0.33 233 044(3 8 • 12)

341641I 2441.-T. -- 1,4001.4T0l.lF÷.0241 133 0,31({85 12)

338.01 3-1-T -. . .-. 1,4301.4To.*I.TF00,93 148 021 (92012)

3,me 3,6-1 84--T 1, ... l4C0I14To.*I.TF,0 .gt 148 0.31 (18 0 2)

332.4.1 8-l-T .. . 1.400 1ATo.l.F+003 348 0.231(40012)

048-21 0-*T 1E.4114TTI.TF834014a 01 {94.312

88 I 221 l200÷1.4To 0.lF * .3942130 4w0g l53oM Gtmllt 131 .481

MOO 2833 13 2422309 13T.21• 034*F04 823 1

90 0200*1 11mn 3303 21 -002

392 0.OLOI~lOM30 ___

83 4304~~~Ek.131.130 4 .2

- in~,3*4.,e1f110.8 S 39

6.-Q42 30,4 400 1 .2



j E 8 Loads Tsaasws Wow. Dasi6n Loads

As I Laid an4 FkIaw Loads t 1sP60 Loads moagaadi6 6a ln M

Mno6Tdn M ,-k6,6 7•s6606.6163

J.~. LawThaa 6 adld -dg ad. Rs6s ) w 00 M Load m56f P~w.Oh-

marelS Gnd, 47 -1059

(kip. I fA),•14 I •Q O.1I, 0061____W.fI ". m ffn -I451id s 5' -6 13

E -Q6 1 G16M6 V v1.d4 2 -1166

I .4274.6. -16 11W4T

51ntI ThEmft 6rad6 4- -1'65

666.5. ElQ 1166.1F61661.03 4521 -1l064InV. l0 -T • G1ld3n1 4662 -1O

6ao 661 - . Et.Q 116 14 4 -196

(66 1 64 , 4wm,)n 6.61,0-161 l 66.,6 -162 -166

k6013.66 -1. -185

oass" Mwooarswil 4285 DF+ L - U-r tkTa 591*F~a166466865 I10 .066

wa o sapso F-- -..

Ml•Telo w•mme• • 1.660 1.6SF) 61..l. ÷ 1.l3 llW* 12T3____

16.S16. 0' 41a

4Ef• 116 lwI 66.4. WA W6A

D--iK. -Im&Me (a)11

,NOl w 53414h15 170.66 M150 56 IN2~~I-C-K T. -~f EA00 44 1.6.

U

pae 6 f



1 E nwfL1w O40•.dit 1O A5llFt (4) M owl o48 Mm5 M44bnIa Mbf L.~.ftM

.1trot Tad .04 P1.890 "Lald. 10.p.0.4m.at 304 .1312

M I- - 1.4 - LIT4 - O.4

mmn tl , 10am mnet n0 -

8n•C¢oowl36 EnSl a• "hE . Onda -412 -142am 20 0+F.L÷ 1fTSRD.E"

warm woek. ThaQ4r 5 in

mor~r• hEkdmD 11i.m 4~d - -i3

1-v-I. D÷ F÷ L8TIM.RoI I M. I IUa lwrm.90 0504• Thllm Onr t 23 3

m.0446n 56 onF. L*54832

U• Mono• tOa 9.680n1 10.10$ 0mdt4 .4 -404

4OIIpmSI@It 4 •1.11$ Oadeiln -2 -1141

4323.T401,4 E~c<lglbThldGdI 543 2

40419 24 1000 0,1.S÷.3L ÷3110IZ*t.W. 12T ___r_

m141.01 hIS3 "nher36 GQd t 812 53

arsa• 2032 0 F.÷L . H+T8 ÷ 24412r360-.4 01"2

*; 6 {u~• VM9OMd 311543 2-V-c OO F÷ LOI HtT.. 04 134 5

- hm.eadn EE 4,S.TD aF ÷ 0÷ H" 42 -- 33-9

90 b.30 lShI15, 41 A10M

Mb 1310814.90 E,244*31 "nlOrO n 06 8 .114 -ISetnarrmg.4 4210 D ÷F.L÷ .rTI . .E"

nd1T~ G51~, 9514 0.1 lalt -115 o154

kinTld~ 3. .1*Ea 11.1,00 "1 68.l rl4, 583 058019 20123 no1.00D1.5 ÷I3L * 1.3H 130.3120*I

1151 Ii al "fl.m0 l 6 Orm 844 0

830r• 2E33 D ÷ ÷L l -rTI÷ -253081414~ 0..0009

fl10110 a• MS011r 0, -3 5

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Paive 37of 6



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0-04 1.844 05M. . 0~5 77

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N~~~Rbfrmm Emle AX of i44 h LetLnldW -m

- 1•L0E 01442,T44

VPl.7 Dd F Lp-r5T-

401in44,44 E 11.,7 8441 a11 -17

-. v F* *1 T+7 110188 144811'all294 1.4 + .4T.+15 .15 .8'

Efl.W 54.d, a

hfl,8, U.r n484l 816l : 7412

xthdm.1140,u. 84 41M

.nrn• man 82414 FLRT.4____ Wk, lrrn rn -9 IS

tt..24,l~l 52414 0.74. FL H'TI *R9 ______E.dUk flowdO.. 670 WA w

8 (i• Tl-n•lQ T• -z I =

0 h~lDsfl..mh+ *Tt 482 .14Itdkl 4a'0..n 1214

M44,8 a .. ,I~a 49l. "1'1W 1708 5409wl .14 113

MM8181 W10 asg ÷F .L+R ,"+5' _I __._E-qtd Th-.I w IM42

l90h.10.md~m~t I 1424

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Anied.413* 108114 04. 354 .135

MV 1t.4T,8 1.71 ÷ M -" T4 341I

0 I.-0147 .11nGl____

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-42,-a-Gn• Z2 T

enM39



j T .I..wn SIi.W..lgfl Dsg4.

AWnI an FkXm 13443 Itno Shoo Loads L T -a1 Shoar M

toed Thamnii Onadiat Lading (4) Feu (4) Load 3i- { re m Law T - n-.81 (bifti)~~~C-birnaJon C knR~n •pl) •i • cornv~natin shi ý aldln P."fx¢ .e De sign

~~M II I AT.b40O Con443

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-al V oaa ald n, T 2*r 33 San

"oo""onanonn Ea- Thnnal M•ddant -114 w

-~. 41-4T nto -341 704

I-Vt W -A IThF-l F I•IIn 417 23

d)30114 3243an 0.FnL413Ia1.

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34c42 3.5433*4hm .433 -73

3,. .o1.01 310h II "n3n 0 G .11 -244 1418,o~smn31040 252 14.4 1.TO * I.TF54 ___.__

441r24.0.1 .n "mm Gra cd.r -a 44

EafN 40 off



-Reifrowcment Provided Rem kS-

T8 Al.,o .d1 ( (Oý D.-e0.,• ~ ~ ~ CM z o- 11 01GMdt .lnAr (4dI) Flare I M Loftl.. npme(s nlR Lombndo

WI'n00- mar3 0'l-n

blO~sOdSMnd.3 N571 I6M

3IV-Id M4.5 1IR8

-- VP- IM I5,. E-1D1wM 1n.m 0 1f.ar..g.l41 35F62 (40.1"4T3*( 7G7 .0n4729

- Ibos1sel 5401510 3501135•411.ST * 1- -02T3

05~~6indd- .1"0 14w4017.4

-D- - -50m- -tr 117Gol~odg m0 1.4D ÷A 1.4T( ý

Mnmrethb E hie lll grl(r. t o15" (7

(tsp1ý 210 1.F .4To .7 7 +

4nETMridMn 5 -10 0

¢xmi(66Wn5 2352 0- F- L- H*7-TI-Ro

35r40 -d•1 Them81GrBd -472 (11

7trl 388-8) F-Vt - - 0.F.LnI(lTa. 5a05 17411(044

-- bsI IMg.8i E i(W~lg6 35ali 33 D÷ F. L.WHTa. Oo."

, Mnx MoomosO 84040, ((i QfSS -354 ((54

-ý - 0•~~~E f Minan I-lht .20 17

35) MnxTye.m4 n- Etxcrdro Theme1• 05.4 277 (255

52 05il040n0 1235 D+F_ L* __T_. RO__

-ndud3 nlmn 0'S-Snt 354 1032

6a Co'w'40"• ESduo ((rid 05w -335 355. ' 234 D+FO LOOH&Th+ 0.7"

Pam k~or Datem 0'S-r -,38 -140

8-V-- 0F.L-T*. (74 (074Mn MoeS w Erfr• (tart ta' 86 2336

0l(14g i 4267 2 FL,15,HT* a , I E"

-nhfldrl "nfla rWQ l 86 2186

I-H-T -8F (07 -r 8 t m45 " 84 0.11("3012)

051-86 2-04-5 C - 8~ .~•r04T•qE (40 0.31(•5012)

05:-86 447T -÷F.45.,rTA (35 0.31(3015

058 - -44 - 3f.4.I.Th'TIRo. " 1(8 0.31(350(2)

Pam 4 o



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jCanbldn.l Condl kion Io8ft) " I4 M COMMn8134838M RM15.Id I L38 D. 5lI gn

MT -.- 5.. 114 T eat 227 -331

0m'rlmp~~~nd-wf 252 2A 141+ .1 0

ilddln Ek mll Gýl~ 21 M 7

•lh~~dbl- OTh-L - - ft 3.12lt -25 .12

_3ff88.dnnO "g ___ ___G__ 12 _18

FJTd• 11,- ' Gm• w- .1

i94 0•17 .,1nD÷ F LahsT 8 .5E

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34~85 • "n' -X7 811M -

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1EaWt Than elt 18 -t143

5n 8 O L-aft k kflm ttnt 142 48

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I'mhOmF-L-T-f52 MA WA

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w . . 1887 140n÷1,4To*10.1F 7n0.

Enalta1s . -m• z48 -43

-i 8/•am 187 D . FIL . l " +T8 t* R___*__

-nln "UlantU Gant 25 .1013

i• wie 5187 O .F.•Ln* " ÷Tan tt ______

hor-t 177 D 8F8÷L31'r 12 478 "•

EMtttg~nntNt•i WA 14

tn--na 511 n~nnllT~nt• . n nTh ann -484 1714

MnM • S//Ext-SO Sltntn 85.58 NA NWA

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000 kTomW lUl. 0 241) 1.4l+ 1.7F I,6L * 370 -150

oa.1g 1.5 540547r,170.0J0-.Q -hI W -IA - -101 -I58

0054 CMW05-1X-8l E117 0 1e5d 4 9l -0 -412081.00r50r 109M 1.4 * 1.4TolF.03

40.81hdql9Therma056lW11 -313 -053M~o~w~94, ý54005V -l O OI k001555

M m.D +9 1 1.7L ÷ 1.7H - 1.7 W -

wI w..oil 1|M3 1 .40+17. 1194F * 00i3

)MO TiMm Ft E-mes30 0 o a -.o oln08r 223 oos* 0gT la 40l7047700 ___0.__

2235 ~1.4)D AT.4T + .TF w

MMO58WO E 19011 5.a0•d -173 -271

71-14. -D___ F 07L.0H" .T00÷ 99 13.5

MO ~ft~1 r 54.1V5L.701W E19tle ~m rldeae I•S -0O0

Mix mnll tdh 229 1451 1.F 51e0.÷ 1.1 41.7

ta. 0m0.. 49322 ..D÷14o* .F÷0g

Mn.T ,wl 0. 8 "508505 05*-i 217 .74

mo81081 Ind9 The5I0u 1 5radl 4 217 -320

232 06D67MFE L54*r 8T584 4R0 40

r014t a•r go .s,30r9d -• 55Vlrl~~~~~-r -Tlt 112M1VA **L H*IR•

E*f2l 32.4.3 21 408

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1~~w* I flwnfw.,. 888.. D.4gn d84

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Iiulwwo .11,n E-dM WA •In.

Mx5 ) 5 24178 1IaD .06 "• * 1.38 * 5-3W 121"8

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5484 85.888.481 ~~~E.,Oa*.v l 888 .1 18

Sd)Z•II 311a 3 G -114 .M

54.5T78on ) Egx hrn58 05.283C~~l 303 -278w,.84o 2487 D ÷F ÷CLa :f,÷Ta.4R8.C•

tnofrg 158.1ra8Ge3 381 -834

M ax E,458

15a08D1d 440.8 .284T .÷ 237'E.8 8 -4O8 M45 4

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ww.ua1ýd.ur -283 .4M s4 3818 D0 F. .L.01. T7-8.48.

812851 Th. 0-1 .4.t -14 .2574

0,4 88s 2, 8 1.14D 18.4 I 1M.035rn1-nMrt 095,2d,8 17.84 GIA- 11 110

4-VA t ass 1.-D 0 1.7 -1.M. I M.72 I4V.07

a ss - rml MlA1 usd.F . n 8 1. H a

15

hl~,8008. 3 4*s a

ftmn"OE


Table 3H.6-7:- Results of UHSIRSW Pump House Concrete Wall Design (Continued)

ftm 45 of 6



1434 CI-11-7094.2 L447974

m M...~ M Lo4'9" (7777 ad ?I"It6 T- -76)0

Zw77m5884 Z.,14 R3877W89ýýIg

C...fl1 nAIg I40M774h7757r4

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143 Carnp n E "i~rrmld t -177 .113

06r72~kf -.. .IN.____

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(o~ljl) VM 'd 3-1141

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C=rp..416 8 7046l 39.496 .119 17

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0.F Lead .. E a GdR4 o0l0 00.o(s .u.(4 Lad( nil T m La T s00m• (q(nZ

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marnorn hndaunb s.0r o -.110 30

E. ROM 4415

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(7) 5247n7or407447074457.407*"44.744442 7450757.44475.I(W r4.4

a 2 0 .4 424 .o 42 . 3 5 .. 704one

(7) I77 77n4277 747407Iotzfm 444 ",1554.20 .44702 -•e po44 .257 20204507427n s747747.50n7 r 04.42ol 74nher 0 to 7e 4r• o s 17.04455mo•47041040s404157o4 I 4.s o7Oto.40..07.107.477477s0.sp t oss... 7 s .4 . 2747.0n4. w0..Fr .. 04774777447507042

PAM61LFM


Table 3H.6-8: Results of UHSIRSW Pump House Concrete Slab Design

f Load 1400484Gr0dent 05044ll Axoa141 N Fh .41 LOSd Inpianls (nl ~ oit) 0.0.d TOO8O he" o)(b )

81•14r ~T Vm. Rlto omtDl

=. Corn bn08on ~d (kId I At)., .k) fLap. CI Mbb500t Cobbl. •'o- , ( 08088

0.0 T.4044 w/ 0 ani~nl454404t 222 -g

o0.04l450 134701.50 r.40 1.3 +ds3H+ 23W÷1 8

rdwrru 10782 1.05D 1,05F+4S1.3L ÷.M30 3* 1420

mOt 84405q1m• "nr ou -wd .002 700

.So Mor4450 0444 13487 D* ~h÷a Rol E+oE"rOSnI 40 14

Wc3444 1054 01-4h -0 -1I4IMax ~ ~ ~ ~ ~ ~ ~ - L-K-T-lt- zll 3.12.D .F÷.7 .H .;,

840404n0 11054.l0 O4Knes - -IW0O

0.075T40440 44+05440 1Jan40M Qa 25 -. 0054r4ondl44 10540 D+ F +L +H'+ T 0÷ 0+E

" .4450d800 1Ja'n4 Con-se 2S 605

M0a Ca4444s4000 • EO05fdlr el44frd 0 -4010 -154

wr¢mlpoll 40 1045 1.040 +4.005F 1.L+ 413H4+ 100+.3W 2T.

0444. - 0+÷F+L.47Ta+RO÷E 2 0

405a ml~n 331 4050D, 1.0SF +1,SL + ,3H +4100+ Ex1.2TS44*44 S .0

M* Mon45fl415414.40÷ .7F+1.1. 01 .431.T

8x10oAuhv014 4 AM04

ro T To p -~• 'm~ G• 4

M•K ••cfllln • P.-r~• -25 -13

wo Od 1074 . 1.05F -1.3L 141,40 + 1,348 1. I2IoMr1 0Ml 40487 D 1 F.3L h"+Ta+RO+

o ~niE In48*n0 4745444 0ra.0 408 -8807E - .r or a -wIN ElxdoSn -r00 0md4 -120 -1r41

X 1m05r• 4 0 4 I40 448• 5M2- o. mi -10M 0.F+L+W -1.3L +E 4I0 .T40

owflwondlng roo14 D÷F0 L,4r+Ta+ R8 +0 b~luE-9 11•• Grýl 111 A

84051•b Ci44 a1dn 0 d 7 -1070

04005045441085 -40 -4544

101110 1.0-0310444 05 8.4304 1.-+ .2T.. 4a484*49 0114 D+F L + +T,+ f0+t

all D-F ý-T-ft

M olll ' 1 14 1,4D + 1,7F -1.11 - 1,M - 1.7W

m dn n~•GKNt 1 10

Pama lof 17


Table 3H.6-8: Results of UHS/RSW Pump House Concrete Slab Design (Continued)

17o 773ud. 0 Rn -4 Design.,

D.484

427.4.774 h.840 LO.. LO864477."67 ft II. T7.44n 547,7

': .. *___-Cmi3607707448mrp mbso 44 C~blo R740n673.4478nt 0e4

2 ~bl~ (kitop.~l) I~dl•I f mlnzm0l I f I Omb(dl. I nt)

h.15T7844w/ E.u07 7 0 T lr n 223 1101 q 13470 I 0wo0, 1. WF +-1.3L 1. 13W. 7.Ta

Ii7a715 07IT 4.ll ZnKI• 114

M•Co47044a E7 705170 874457 -062 627.43.o7.7n*74 70761 1.0500÷ 06F÷103L ÷ 1384 ÷ W.3 72.2

-- w E- I 3ee IM1-H m7- D+7F+ 7+ H*7Ta *Mao967

10214 1-47 +1F .7Ln ÷ 7- 17Wkaunnov nn 3 IM2

- 177*• T 78*7Gdm -23 7160e

163,3 1.4 + 1.7F7714.L•17.TH74177W

180w T70n4 04443 -22 70

3.4 O M708 1.4D 1.4 7Wn77t07401"57n.404.454 20 207

mC a. Th lV .68 1110

C a.1q 10771 ff0,4+. 7.7N1T

2-H- D ÷F Lk H' T, ft 4o.0'

E.*.Vd• imm G 1 1

II06 8806.8571471.77÷1,F .777.4,0H7*87• • -,23 2078

134 7627 74+ F 7 L+ H7.477 80"7W

.8orn 4 73467d 041"n4i740.4148 11

" Mm cwwdo E4.777 774774 87 -07 7020

808a. 70577 70 216 78Eaudmo 111-n1 14r • 16

1-'4. .40. 731,4T 7 .7F 40.85 70 47

7840 44oms. .4 Exludlll 77477m 07* 08dtn 3 7078cw787 l 1O581 7067 4047 .77.,7.7 141.7847 .70

*80X 77 Exulna. 1157l1.874d.t8 -81 77587870038 7 0787 1.4077 47 70.47F 1 8L+717TH+

0877.4440 24672 I=

I.r IATý 1.ý IN 3.22

• ~ ~ ~ ~ ~ .-~ I1318. 13L*13H÷13W

804 To7.4065! Elsa.n 7857747 8743 742 618

47087a.~ld~ 70775 1.0508÷ .7 W 17.2+ 733747* .206.71.2T

2-V-I. -1___ .40 +781.4T07 .770.8f 76H2

awlrna,ý 9460 Olug 216. o2-Vý --- M-m V 1017 1..ucl wn~WG~l 4

1.ý IAT D÷N* O.O U4+I O

k.ýnv G~r¢ 4

Pam 2 of17


Table 3H.6-8: Results of UHSIRSW Pump House Concrete Slab Design (Continued)

I I ~ ~~~~~~~~LonURW4IlmI f 0606D..4g L-f ____________

I ~klomtd T -020110M60.1Mj~~L- (0 a)i*[1 .*+ ~ 0

I .- I F. s, -o. R~im D-s.+.

(kW.ilio 016+ ft4.4) (3100p IM. ~ bao O440/ 020110+112 00+1 I..f d"

- 12001 D-ft -L-" FW6T~n 1i.+lrl Gra i~• 8 1IE-Vl ailml Indm• 8

MG 0 5 l0+ll Eldlal 31h.140 aa t -201 10 .0w .0,g I~t 12401 1I D 1.000 500 .1.3C 1 • 1.3111W1 1 2T

moml 101n3Od•Tmnl0 GaKIt -271 1ICLX~~E- MMm I¢ 27 ÷I"

-- ~ T~ 17 +Th.4o0WlaGalol 20 4___________O- I . _______________ 020N111) 0

D - F - L÷- H'- To. R + • 1. 0.0

-- 12003 D - F - L. - W÷-To ÷- ft"Edu hn IGr J -112 12

n " I -115 11

0

E

T-, a-~ 3'.-2

MGTG EI5)Ofl, Gal 151 1,..wlo D- -22 OTL -U+-T, f+RO+E 1u

- C- ýo. E.Ga-Th+4 40544 12 0*+01+P0+ 13120 0+FIL-lF+T&l 60+

kAftf0f0 02+ -2 9

IM0N~iiI~ E-Ift A103 15aarw~n+~ ~ 0F-L+IFT*- )40

*30+8010 E10Sh.k )3W 110 2

+013205)10du& 1312 1.0 .S 13+1511301T

)Ca1GlsinbIE02010 1.182.81 -015 2

4026300a 0*+ 17 l0

MG M90tI6 I D-F06--.11120-- - -2 16"

a~~oqokka, l22o+++1+0 00

*701T1*1 +4• E.1glflS M2.+ltI213 2031n 20)404l 13134 1.0 -D 10" -1.3L + 1.20+1.3 +1 1_ T

mome1nt Iftad20.f nl01 01.4+142051 3

M41+Co1p hl E a nl GallQ -.2 7m .nd 131S . 3 1 1.01D1.3W _ _

41201* Thm04 g r~lm2 2- - - 1310 D÷ L" T

k~n• Th• G~lm• 2

1.4D - 1AT. - 1.7F - 0.9m 1. 3.10

I•x Morn• v4•13W4 D - F - L. H" K.T,. Ro ftW

k.2V0•43al 2r*2 -4D 21_______ _______ __________________ 4. _____ . _________________1 ______2 2________l_____T__ . ____Gid___r __0__"__21

Page 3of 17



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1947T*3o E33*l 30610 09i 49 a39330909 1094 I.Q +11F+ I.___

I-.h 9, fn"l91170 Q~m 49 • 8

ala Commm• E.*MV l ýxa xx 2=,923nr69O1 13131 1.090 * I3• +1.3L+1 31ý + I. 3WM 121"ml~lnt +70903730110l 92d9 -439 3

1-V- 9+1T+7+.n 0 3

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E9x7x09*n 11 20.096 -41 18lWXixen ~ 37a lAD -M.F*17 17 1.M W

M9• Ten01+don + 3l6170 Gr*3 213 0g 307 13099 1.099+1 10777 +1.31+ 1.39+ 133W+1T _____r

-me bl* 31~du 71v 97*79 212 13

iCamx 7. Ed9 3ý 1170n * 447 3if0W3~59 10999 1.90+D*1.05F 1,3L 1.+ ÷ +1.3W÷+2T

o a 99,Sm, -I 2-v-4.- __ ___

33 0998 1.090+ 7.309 +721+7 139[+71339+ 127.T___

if33927 11761100t -. 39 37

0 9 -140 37

391.0909dln79 173009 7.090+ 1.097 +1.31+ 1.09 + 7.3W9+ 721 __r__

ME9 E.90dl17 11337 0*73 -213 0

v aw 17091 M .09+ M 1.0= +1.3L+÷1.09 + 1,3W9 I77T

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809179176, 73Gnha7 t 1 -0 3

Peae 4of I7



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Cm n9n494/. os~,S17.r C~blnm..o R.4149r9mm 0.11 Oel

(kis nI ft) L . (lp./ I It)

Ma+ r411. 41+03174 09.5/SrOla• t 1790 19

11 7_ I 1.00+ 1.00 +1,L 17091 II- 1 2Th -1.-719.1.9 .IT. 1717+/ 0r9d 1149 3027

Mnarw/on s.42/o 424.*Klg T• hsl/ 07.d45nt -1071 9

w/o907fls97dk9 11901 .0'O~I1103

--Vt - - 1000I. 4 + 1-3l0.911 -841 1M.

44Mn r7W9./3, Etx,,,e "rl77/ Gra/I 327 9090

mnO 120'0 D, FC Ll+h" K +Uf-Ii38/ 3+55T1141.775I0,931.l- 310 3139

46+439,or3t43 E+9079 Theill Ga/In -2 78809on78q~odbm99uda 12080 D941,CL7:+TB 9+R4

9.1933e95o 9+940191117 . -12 2487

12109/ E+du4ln9Thr WA W/A•. ~ / 2124V 1.D I .T .7F ÷0.-•

12125 43ud841718S ,1 le 1021 3071

M. Co9.79/ 1n E V l GIaII nt 943 4• wl90oor~wndht9 12129 1.0500÷ l.9F 1.1L÷13C H 041 3W9+l2VTa__

.0 Bottom No894-0903 390-19 7-v-I. - 9•,/99844 0 90- . 8

9o1111 01on 94S 7 2724/ 1-41r ÷ 17F * T171- ÷ 17H___1_

T/ 0 12125 1d.7.19 117/all/ h 35- 3478

M• Mme•*• 1moJE-dV0• WA W, A=M=Q=~bl ;~a 121242 D÷ F÷ kL' ÷T.÷ -Rft-

¢nml; 12,2S i1-11re akt 19 U759

1 1 14= J E x ad uflt ng I / S .- / t W A W A79T794n •d• 113 1.4 + 14T0rl÷ 1r7 09H

• t 111W 4 IAIP. •O

111599+9l g11,n,./Slm319 900 1780

M • a./fl/ 549/0 17,-S 0.5. -1092 42

Wd 0or 7/ 11141 774 I40 4To 1.7F+09worn 9+ "55 lW /SO39dl3l -1093 1341

77719 ll9+91937S/t/ Gral• 109 2071114•J E "4. Gmý n WA WUA

9090 r*19 771115/ 1.40+7 171t +1.70

77771114 4+9/9I19 37/airS Ga -28 99

K om 308.-133 7-8-H*T --- 149749771+3 3 0.11 (09812) -

_4 AT .

Pam 14 of 17



!InaI Ra rdoPr.o.d R.Infa Pr1 RDi2i

pLad RaTdnols0 P10014. 0.80,50-P.1 1ý/ftj J Load T0.n00l Oradlsod Lo0.d0n0 43a1bi4

) niom14

) Load Inp34nlS (Inf, 00 oa Tmfo• I Shamr(IInm'

0 C ll (.ndC M Cambslon Wtm CM.ab bhatla Rahdorc Ot0 kAlI ad F :Loas ) 4IroOhdsads(Idps rusos..Sht)

t

lAX Tau00,¢ W 34 Sod~j a?)al l Gdsnt 17S 2

-W-900.o 0024 DOF C.L1hT7R

In5L d011. 01500 -20 40

-WS 3.-- DOF+LO HI÷TaIft0 a 2.5'

Ma1 .0l7340,d~ 10310 10005÷1.0SF ÷1.3L ÷1 01.0H 010W 1,2T

amw-sm 10010 37

W1t I.oM LOW o C103 2L ..0W I.M1 231

h321. W mr0ls0700 210 -Iw

MO Coe-oaAon E.00TVr nI0t -148 3Wi = -•olsoll •5 D +F + L+H TaRO+-

010I0S8Tha01. GIadsI -120 0

D+L F +L ÷ T. + 2+M.0 M~-3•40 • E0 Qa-t SO 35

o0,300ona43 000984 1,00•D+1W• 033.,L 1.000+ 1.3WN÷ 127 _____

1110a0 nf.0V 0 -54

- 1110 a3 1O4407 DOoF-Lo+foT. -00001

2 T.0G0.

a 000n~o00,a 1031 OOF.CO003 000E -In,0T,,,• n1 -

---- ~apnl1ng 10.31 DOFOL+ "T-O +E0

1003,.OoAN3 00.06 2-L-OOo-loao005 4 00

-Va 1M.n, G00d0r1 lOS -2w/¢11a014qonll 100317 1.0 +F ÷1 L 10001001*T .÷________

00,030 kflaOd Th" 00a7 301 12

cwrosp-v +wi F.O +. 131 I.-r 1T o

3 4 r~o10 101 F L T . - I+T +

5W 1 d• t,1 . OtlI In 41Max Mo,., 00kh 1M01 -M÷ F+ L+ 0+ 0I I_

500000•0 01304 0130.01 0 -20

a2.Il0od0n1 10017 150÷1.OFO4.1.3L 0 0005 .3•1..T

11100nl00011.100701.. + .7-0 1.7

Page 15 of 17



~m G94~ ~ Fm0 e~ 1~ ~ ~ R~ll~oaw.2Pros4.r ma+0

1 2A x i a l & F a lW . 3 9 1 4 4 l ,r ooý4 5 0 3 9 ~ 5 1,-pa , m m .o o.f T .. m. - 2 3 ...M . .i L O a dT ... N . (

=3=4,T 109D÷F ÷-W-T-+Ro+V

E-V4la0Thr1ra9542 3

91541gTblwnd 0149ft 384 -110

rol NlalllOouUI 3125-130

l/crao N 10495 D4F +LL 11' 1 T. ft -FI 0400919 IbTiam 424-0444 44

'Nonm Dt F 5T3f4923M/0n1924 •10495 0*F L+IF.Ta* ~940 U Mt ___________ 945*1 llwallam 59 19

D÷FL÷H'T1÷-+E M 3.01

- --Mwmfbl 10995D.FL÷-T-• ý

kndktv "r ý~~ I.d~ -M2 I

+ 4 + + 4

0013949*14 9924Ex-flt h a- l 9 I 179 2

I~ludg • 210 -81

I-

moment~E- 1-du "rln' In 2 4

Mt.•0~~nl Eod,.iomln T 09.30 99dlt e I

22d09,r4lpodkW 1953 10+F+L+l1,TT.÷00.0

D~ -

F - L+ -' Wl -RT - t-

Ma oed• 10496 1.95D÷1.05F

÷.23L+ 1.3H+ 1.W l

.4.T1rT

al o

4

_ trIII_ -

En.d• "n

13

-47

EXI

T-v

Gldn

-2

3D+- F÷-L - H* -Ti÷Rft w 2ý

I2

0'

- -.- Moet-dh 94D+-F -L -H - T. Rft÷-

0+4T.fth ý G.- -23 31

In52491h0m411G3243n9 -14 -00 •

2

-5l I E-4a 1 319.139

IN., 1...alo 04+4, 1-3,9 -1-442 119 1-42.t "

INa49, 20495 1.9501.5 -1.3L -1.311 1-.35 I~

IN.-i D -0F -LL +T11"0T. -9ft.42

oat I +45 42011a950 14517 I050+195F+l.31. 1.3941.395,1203 _______

012* [ 9004*9 104,993.95 109 .21

40+04522=-I 04454*1919022450+393.10 40 1

,24031404*29 14519 1390+1950 .1.31, 2.3l2~ 2.3W~ IOTa ________

0452=2 914549519 120222* GaO .02 I

0.220244219110212953932=0 97 97am 20329 l000+195FISL.104.1319.lZTa _______

_____________________________ j 4454*19 12322190900 295 19

I 00454*1912022295 37

OF÷ 90Ta . 00 .' 3.81

a I -I I. 0320DF÷L-1ITa4P0+0

I 944*9302195GK• 3 4

Page 16 of 1T



a- Loogk8.odln 8.Rdot-int Design Load. Tronnotaaa I. 858.8 D.19 Lo-d.Axial0 and F-. Lods. Ilan. Shear Iota - R .... t Tmaa 8.... .

E Povldlad Rolntoro efnt P rosldd RMaail, • = i~pla(slTninsweran Shear""6 ('Anhy)I 1 0 oad TOamo18ad nlart Laadln AOia Fhnn (4oLad i801l. (ot) Ladf iC-bcnaltl Condsmos (kips I ft) (f-adlaa I C-laf1Nmosn 88h% C-blastl008

(k M I it) Lo"• (Mix; I ft)8-osrr Tm..vEom.88..r GIln'It 8'1

+01r101o+81 9817 1.30+D÷1,98F ÷l.3L * 1.38 ' 1.3W÷' 1.2Ta088103 I 0 r1d*nt 278 -138

Coan- Exrn+013183

GuI-I -148 3wIo~ n 9835 FoLH.T

0t 8843 Gradient -127 3

E-a3Tn 1 8M3n0+ t 7 98M1b Mo31a18nd1h 9884 1.050+ 1,007 +1.3L + l.38'÷1.331' 12Ta

•ada - -s~ .nu~ -1 n D- - - 1 k v aasant M 5

0T410l 1.31 D + F+ L +5 -T.-

m ~ ~ ~ ~ kaf Mddg•Gdn • •

•0 M Co--mo -xN --e -1.• 3W amw8 v 1-3 D÷ F ÷ L ÷ 4r +T8 28RO -

.0 8 4081 8 -287 33

Ob•.ion Ex~dol~w 83803 2836 IZ

M•X • wl~~ 1-43 D* F- ÷W T1 ÷ R E"

bkunlg 3w1183a Ft 298 -13 -42

Mlaxom~on58toll 15831 3'+Fo÷L'10.'Ta o 8308

axiudi -a -• 3 -2

S 8.I~33d1+44001183 83800 3 -110

ft 8~8Io,03D 1833.o'T+L+R7TE+ ....

0+•10+m44+03an T t•al -13 12

w 1Owap- D+ F ÷L W H'T, ftO EMa180or81r81w831 15833 3D F-LL+'+Ta0 8 308

011080n0t0n 43039 308081 t -o3 -27+0189831+389 780311317'Ro

(2) EachrenforceenliyoutdlaW•is dided ino renfo*ýne ý oe. The raln foranantý wfWMin a,, jlm ni aa folo_ H* = hor~onial, ank= s~al, °-V =" ,,,,inadil minfo en "-" n= nna an•nn Ng rnnamaa IW ýat.n ni a ý -dn

+ 0nta fo any odco inon das1 - ir-3 into +P3ng Cel

9 78 135 I+FL.+ToRo

(5)" Therpotd npl shear is ft• nuaxinu 8awrae In-pane shar awon a plane that cssass the Iongktuinai inW - Izne,

(7) in ams hrehriotal andI vertical tn-m ~he zones ov,,.p the toatal 1-nsese saaar mnd-rneorte W be wWo In th ýfpph ane Is ft w, d he minfi- mcin kor ft ýI •

(8) Fm •rtin - dft astra. ftestandlnlardenementpnxaamceng rnýoswrtoo . Foruhcms detaledme-I ~designwas perfoned andft des~gn oas detanminad by t • •a aa gn apýIn f lebI.

Paae 17 of 17


Table 3H6.9: R.esults ofUHSIRSW Pump House Beams and Columns Design "

Design Loads ReinforcementE- Axial (ips) Moments (ft-kps) Shear (kips) Longitudinal Stirrups

Load Combination Maximum Forces 1I _ _ Remarksi -pj M2 M3 Tomion V2 V3 ; ; --

eg e_?

498 1.4D+1.711.7F+1.7H÷1.7W

Maximum axialcompression with

corresponding forcesCompression 716 59 63

3#4 3#4

@ 1" O.C @ 16"O.C

5,E

LO

Xb

484 D+Lo+F+H'+To+E' Maximum M2 moment 1718 2066 2456 63 3#4 @13#4with corresponding forces Compression @ i6" OC @16" OC

Maximum M3 moment 1586 1795 2604 6 #4 36#34w4it corresponding forces Compression @ 16"0.C @ 16" O.C

384 3#4486 D+Lo+F+H+To+E Maximum V2 - - 98 63 @ 16" O.C @ 16" O.C

3#4 3#4486 D+Lo+F+H+To+E' Maximum V3 98 63 3

@ 16"O.C @ 16" O.C

Local Axis definition:1 = vertical2 = east-west3 = north-south

5041505 D.LO+F'-H'TO.E' Maximum Torsion 621 63 3#4 3#4

@ 1W"O.C @ 16" O.C

C85to

Cl)I

Maximum axialMxmmeit 3559 904#4 2#4518 1.4D+1.4T+1.7F+O.9H compression with 396 843 90 4 284

corresponding forces Compron @16"0.C. @16".C.

Maximum M2 moment 2751 48#4 28#4496 D+Lo+F+H'+To÷E' Madu 2mmn 71 4165 16510 9 # #49 with corresponding forces Compression @ 16"0 C. @ 16" O.C.

Co

E496 D+Lo+F+H'+To+E' Maximum M3 moment 2581 4088 16604 4#4 2#4 Local Axis definition:4 with corresponding forces Compression @ 16" C.C. @ 19" OCC. 1 = vertical

Q 1 2 = east-west

N 46 D M V 2 - 4#4 2#4 3 = north-southDLo+F+H+To+E' Maximum V2 297 @ 16" CC. @ 16" O.C.

496 D+Lo+F+H',To+E' Maximum V3 - 297 90 4#4 284

4761477 D+Lo+F+H'+To+E' Maximum Torsion 684 #4 2# 41 @ 1" O.C. @ 16" O.C.

17 D+Lo+F+H'+To+E'Maximum axial

compression withcorresponding forces

1523Compression 2257 1497 152 4#4 2#4

@ 4" O.C. @ 4" O.C.

Maximum axial tension 4171 4#4 28419 D+Lo+F+H'+To+E' with corresponding forces Tension 190 13 152 @ 4 CO.C. @ 4" 0.C.

81)W

;t

16 D+Lo+F+H'+To+E'Maximum M2 moment

with corresponding forces1468

Tension2487 1570 152 4#4 2#4

@ 4" O.C. @4" O.C.

4. 4 9 4 4 6 9 4~ .psxarrsxesennuron:

17 D+Lo+F+H'+To+E'Maximum M3 moment

with corresponding forces2183

Tension 1759 1978 1524#4 2 804 21 = north-south

@ 4" CC.1 @4" C. 3 = east-west

406 D÷LoF+H'+To+E' Maximum V2 416 152 484 284I~~~ ~ 4- ________ @ .C. @ 4- .C.4#4 2#4

16 D+Lo+F+H'+To+E' MaximumV3 308 152 @4"O8C4 @24O.C,

401 D+Lo+ F+H'+To+E' Maximum Torsion 245 1524#4 2#4

@ 4" O.C. @ 4" O.C.


Table 3H.6-10: Tornado MissileImpact Evaluations for UHSIRSW Pump House,

Minimum Required Thickness to Prevent Penetration, Perforation and Scabbing = 12.9"UHS/ RSW Pump House

Walls and Roof

Minimum Provided Thickness = 18"

Shear controls.Roof Maximum impact load including Dynamic Load Factor (DLF) = 168 Kips

Pump Minimum capacity = 188 Kips

House Shear controls.

Overall Check of Walls Maximum impact load including Dynamic Load Factor (DLF) = 900 Kips

Impacted Minimum capacity = 1772 Kips

Element Fan Enclosure Flexure controls.

Walls Ductility demand = 0.522 < Ductility limit = 10

UHS BasinShear controls.

Basin Walls Maximum impact load including Dynamic Load Factor (DLF) = 319 KipsMinimum capacity = 402 Kips

Equivalent static impact forces are applied to the FEM analysis of the UHS/RSW Pump House. TheGlobal Check analysis results presented in Tables 3H.6-7 and 3H.6-8 provide summary of the results for all load

combinations including those applicable to tornado load combinations which include missile impact.


At-Rest Pressure (ksf)

3.0 4.0 5.00.0 1.0 2.0 6.0 7.0 8.0

5

10

15

20

250

C

Lu

• 30

40

C,

0

4• 5m.E 40

45

50

55

60

65

- Total At-Rest Lateral Pressure

_____--Static At-Rest Earth Pressure

- Surcharge At-Rest Pressure

I Hydrostatic Pressure

- Seismic At-Rest Earth Pressure

Figure 3H.6-41: At-Rest Lateral Earth Pressure on the East. West. andNorth Walls of Pump House


At-Rest Pressure (ksf)1.0 1.5 2.0 2.50.0 0.5 3.0 3.5 4.0 4.5

0

5

10

15

20

9 25

U)l 30

0

'U,t

0

GI.CO

= 40m

45

50

55

IAIlk

-Total At-Rest Lateral Pressure

- Static At-Rest Earth Pressure

-Surcharge At-Rest Pressure

- Hydrostatic Pressure

- Seismic At-Rest Earth Pressure

__________ __________ ____________________ __________ __________I ____________________ I _________

60

65

Fiaure 3H.6-42: At-Rest Lateral Earth Pressure on the UHS BasinWalls


At-Rest Pressure (ksf)6.0OX 2.0 4.0 8.0 10.0 12.0

5

10

15

20

25SU

30

35

t

C:) 30

40

C,

-Total At-Rest Lateral Pressure

- -Static At-Rest Earth Pressure

-Surcharge At-Rest Pressure

-Hydrostatic Pressure

-Seismic At-Rest Earth Pressure

I I

_______ -t ~ + - A

I

N

45

50

55

60

65

-I * - -- i

Figure 3H,6-43: At-Rest Lateral Earth Pressure on the South Wall ofRSW Pump House


At-Rest Pressure (psf)2,000 3,000 4,0000 1,000 5,000 6,000

0

10

0

0u 20

30

C,

0

0

0IX 0

40

50

Figure 3H.6-44: At-Rest Lateral Earth Pressure Dia-grams for TypicalSection of RSW Tunnel


Lateral Pressure (ksf)

2.0 3.0 4.0 5.0

0

5

10

15

20

S

S25

30

€ 35

CO

C 40C,

0

45

50

55

60

65

0.0 1.0 6.0 7.0 8.0

\ - Total Driving Lateral Pressure

- Soil Active Pressure

- Soil Horizontal Dynamic Pressure

-Soil Vertical Dynamic Pressure

- Soil Surcharge Pressure

- Soil Dynamic Surcharge Pressure


- Hydrodynamic Pressure\

Figure 3H.6-45: Drivina Lateral Pressure on the East, West, andNorth Walls of Pump House (for Stability Evaluation)



1.5 2.0 2.50.0 0.5 1.0 3.0 3.5 4.0

0

5

10

15

20

25

30

€ 35

Ca

=40

45

50

55

60

65

- Total Driving Lateral Pressure

-Soil Active Pressure

-Soil Horizontal Dynamic Pressure

- Soil Vertical Dynamic Pressure

-Soil Surcharge Pressure

-Soil Dynamic Surcharge Pressure

Hydrostatic Pressure

Hydrodynamic Pressure___________ _____I I

Finure 3H.6-46: Drivinq Lateral Pressure on Basin Walls(for Stability Evaluation)



1.0 2.0 3.0 4.0 5.00.0 6.0 7.0 8.0S - S - S - N

5

10

15

20

i +

-Total Driving Lateral Pressure

-Soil Active Pressure

- Soil Horizontal Dynamic Pressure

-Soil Vertical Dynamic Pressure

-Soil Surcharge Pressure

-Soil Dynamic Surcharge Pressure


-Hydrodynamic Pressure

_______ ________ 4

i i

v 25S

30

LU

( 30

I..35

0

40

45

50

55

60

65

Figure 3H.6-47: Drivina Lateral Pressure on the South WallfJ/ll[•l• I [llJ t • J J I t

of Pump House (for Stability Evaluation)


6.0 7.0 8.0


1.0 2.0 3.0 4.0 5.00.0

5

10

15

20

- 25

30

€•35

40

CL0

45

50

55

60

65


At-Rest Soil Pressure

-Total Resisting Lateral Pressure

Figure 3H.6-48: Resistinq Lateral Pressure on the East, West, andNorth Walls of Pumr House (for Stability Evaluation)


Lateral Pressure (ksf)0.5 1.0 1.5 2.0 2.5 3.00.0 3.5 4.0 4.5 5.0

0

5

10

15

20

- 25

U 30

40

C,

50

55

60

65

60

65

N- Hydrostatic Pressure

- At-Rest Soil Pressure

- Total Resisting Lateral Pressure

Fioure 3H.6-49: Resisting Lateral Pressure on Basin Walls(for Stability Evaluation)


Lateral Pressure (ksf)0.0 1.0 2.0 3.0 4.0 5.0 6.0

U7-C-STP-NRC-090230AttachmentPage 103 of 192

7.0 8.0 9.0 10.0

0

10

15

20

• 250

U) 30

(3350_o

0

• 40

45

50

55

60

65

-Total Resisting Lateral Pressure

- At-Rest Soil Pressure

- Soil Surcharge Pressure


Flaure 3H.6-50: Resistina Lateral Pressure on the South Wall ofPump House (for Stability Evaluation)


I0

I

--I I

I II II II I' I I

' I~.I

' I II II II I

I III I

I j II II II III I

] - - - -- - -

* I

I I

I I

I I

I I

I I

- - - - - - -I I

III -iII

I IiIII 'I II I

I II '

I '3[VI

I I

-; ......... -r F-

5+L.6- 51 : PtdPO fS R7(0FINORTI/.SOUTH I•iE0AC[M[NT ZONIFS


FIGMRE 3H.6-52: PUMPHOUSE NORTH WALL LOOKING SOUTH


FIGURE 3H.6-53: PUIMPHOUSE NORTH WALL LOOKING SOUTH


fr W" "Hi.ýA-Lm WirJ mniRTIW Whit I flKIN( MAIITH


FI wt..Y1i'.b-:)u: urum tl NOKIRT WALL LUFJRI.bLA UTI'


FiMME 3H.6-56: PIWPHOUSE NORTH WALL LOOKING SOUTHTRANSVERSE HORIZONTAL REIFORCEMENT ZONES


S

FIGURE 51"16-57' PHOUSF EAST WALL LOOKING WESTHORIZONTAL RflNrORCEMENT ZONEC


FIU 3H.6-58: PUtWIISE EAST WALL LOOKING WESTyERTICAI REINFORE KNT ZONES


FIGURE 3H.6-59 PUPHOUSE EAST WAfL LOOKING WESTHORIZONTAL REINFORCEMENT ZONES

M,---


FIRE 34H.6-60: PUMPHOUSE EAST WALL LOOKING WESTERTICAL REINFORCEMENT ZONE'


TRAMSVERSE VERTICAL AND HORIZONTAL REINFORCEMENT ZONES


Il

VR--- F .GUR• HOR-O2: PUMPIMJSE SO NT- WAZL LESHORI1ZONTAL RE1NF0RC[MENT ZONES


FIIURE 3H 6-63 PUMPHOJSE SOUTH WALL LOOKING SOUTHVE•TiCA. REINFORCEMENT ZONES5


FiGUR! 3H.6-4: PUMPHOUSE SOUTH WALL LOOKING SOUTHHORIZONTAL REINTORCENT ZONES


FIGURE 3H.6-65' PUMPHOUIE SOUTH WAiL LOOISNG SOUTHVRTA REINFORCEIJNT ZONES

M'---


I II II I II II I II '71I II NII I II I

I II II I I

I II II I I

__________________ __________________ -4

I I* II I* II I

I I

I I

I I

I I

- I - - -

'7/ i-H-T 1/0M, 13-H-T 5-H-T

FIGURE 3H.6-66: PUMPHOUSE SOUTH WALL LOOKING NORTHTRAt•NSVERSE HORIZONTAL AND VERTICAL REINFORCEMENT ZONES


5-H-L 6-H-L 7-H-L

3-H-L

2-H-L

2-H-L

rI-L----4H-L- I8-H-k.I

I ___I

2-H-L

RGURE 3HI6-t 7 PUPIOUE WEST WAL [O0KING EASTHORIZONTHl REINFORCEMENT ZONES

ESI II'=


®

RGURE 3H.k6-58 PlJMP5OUSE WFST WALL LOOKING EASTVERTCAL EI•NFORCEIENT ZONES


FIGURE 3H6-89: PUMPHOUSE WEST WALL LOOKING EASTHORIZONTAL REINFORCEIENT ZONES


FGJRE 5R6-70 PUdPflOUSE WEST WALL LO[KING EASTWERnCAL AE]NF'ORCEMENT ZONES

M---


L.

I I

* I

I I* II I

I I

* I

:r,t•

FImIIRF 3W S-71: PIIDHWIIPF WVýT WAI I I fnKING FATTRANSVERSE VERTICAL REINFORCEMENT ZONES

" RAI 03.07.01-13, Supplement 2 U7-C-STP-NRC-090230AttachmentPage 125 of 192

I

FIGURE 3H.6-72: PUIMPHOUSE INTERNAL EAST WALL LOOKGNG WESTHORIZONTAL REINFORCEMENT ZONES


FIGURE 3H.6-73: PUIMPHOUSE INTERNAL EAST WALL LOOMING WESTVERTICAL REINFORCEMENT ZONES


FiR! 3H.6-74: PUI/•POUSE R4TRNM. EAST WALL LOOKING WESTHORIZONTAL REINWORCEMENT ZONES


FIXJRE 3H.6-75: PLAPHOUSE INTERNAL EAST WALL LOOKING WESTVERTCAL REWORCEMENT ZONES


FIIRE 3H.6-76 PLIPHOUE INTERNAL WEST W,.LL LOCOE WESTHIZONTAl. RE=FORCEEMNT ZON(S


FIGURE 3H.6-77: PUMPHOUSE INTERNAL WEST WALL LOOKIG WESTVERTICAL REINFORCEMENT ZONES

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FIGURE 3H.6-78: PUMPHOUISE INTERNAL WEST WALL LOOKING WESTHORZONTAL REINORCEMENT ZONES


FIGI.E 3H.6-79: PUIIOUSM E HTERNAL WEST WALL LOOKRC WESTVERTICAL REI FORCENET ZONES


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FIGURE 3H.6-97: BASIN WEST WALL LOCKiN EASTHOIZONTAL REIWFROCEMENT ZONES


NOTE:1-V-L. UNLESS NOTED OTHERWISE.

FIGURE A1.6-98:3AN WEST WAML LOOKING EASTVERTICAL REINFOCX1CMENT ZONES


NOTE: II-H-I. ULNESS NOTED OTHERWISE.

FGURE 3H.6-H9: BASI WEST WALL LOOwNG EASTHORIZONTAL REINF'ORCEMENT ZONES


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FIGURE 34H.6-100 BASIN WEST WALL LOOIOIG EASTVERTIGAI REINEORCEMENT ZONES


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TRANSVERSE HORIZONTAL_ REINFORCEMENT ZONES


FIGURE 3H.6-I05: BASIN EAST BUTTRESS LOOKING NORTH&BASIN WEST BUTTRESS LOOKING SOUTH

HORIZONTL REINFORCEMENT ZONE


FIGURE 3H.6-106 BASIN EAST BUTTRESS LOOKING NORTH& BASIN WEST BUTTRESS LOOKING SOUTH

VERTICAL REINFORCEMENT ZONES

RAI 03.07.01-13, Supplement 2 U7-C-STP-NRC-090230

AttachmentPage 160 of 192

14'-0

FIGURE 3H.6-107: BASIN EAST BUTTRESS LOOKING NORTHI BASIN WEST BUTTRESS LOOKING SOUTH

TRANSVERSE HORIZONTAL REINFORCEMENT ZONES


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RAI 03.07.01-13, Supplement 2 U7-C-STP-NRC-090230AttachmentPage 173 of 192,

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FIGURE 3H.6-122: FAN INTERNAL WALL LOOKING WESTVERTICAL REINFORCEMENT ZONES

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FIGURE 3t1.6-123: PLIWIOUS MATEAST/WEST REINfORCEMENT ZONES

RAI 03.07.01-13, Supplement 2 U7-C-STP-NRC-090230AttachmentPage 177 of 192I

R,

FJGURE 3H.6-124: PJMPHOUSE MATNORTH/SOUTH R£IIVORCEMNT ZONES-


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RGURE 3H.6-129: U.TIMATE HEAT SINK BASIN BASE MAT PLANEAST/WEST REINFORCLMENT ZONES


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U7-C-STP-NRC-090230AttachmentPage 184 of 192

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FIGURI SH.6-135BU'TIMATW HE'AT SNK RASIN RASE MAT PLANTRINSVFRSr HORIZONTAL REIIFORC9IFNT ZONES


FIGURE 3H.6-134: PUMPHOUSE ROOFEAST/WEST REINFORCEMENT ZONES


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RAI 03.07.01-13, Supplement 2 U7At1Paj0

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'-C-STP-NRC-090230tachmentge 189 of 192

FIGURE 3.6-136: PJUMPHOUSE ROOFEAST/WEST REINFORCEMENT ZONES

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