Text

8 to Updated Safety Analysis Report, Section 2.5.4, Figure 2.5.4-1 Through Figure 2.5.4-127
	ML16207A653
Person / Time
Site:	South Texas
Issue date:	04/28/2016
From:	; South Texas
To:	; Office of Nuclear Reactor Regulation
Shared Package
ML16207A547	List: ML16138A060; ML16207A533; ML16207A534; ML16207A535; ML16207A536; ML16207A537; ML16207A538; ML16207A539; ML16207A540; ML16207A541; ML16207A542; ML16207A543; ML16207A544; ML16207A545; ML16207A546; ML16207A548; ML16207A549; ML16207A550; ML16207A551; ML16207A552; ML16207A553; ML16207A554; ML16207A555; ML16207A556; ML16207A557; ML16207A558; ML16207A559; ML16207A560; ML16207A561; ML16207A562; ML16207A564; ML16207A566; ML16207A568; ML16207A569; ML16207A570; ML16207A571; ML16207A572; ML16207A573; ML16207A574; ML16207A575; ML16207A576; ML16207A577; ML16207A578; ML16207A579; ML16207A580; ML16207A581; ML16207A583; ML16207A584; ML16207A585; ML16207A586; ... further results
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{{#Wiki_filter:UFSAR Section 2.5.4

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3)

... JT....... IIal 00 I - MYDROMITI* ANAL'riiS ,.Jw je~ I I ;...' uo,. -- - -- IIAIICT'f1t 0'...................... ".. C<leiLU SAND OAOM ~*..

tow*

Approximate Coefficient of Sample Source Distance Specimen Dry Density Permeability From Plant Desi9nation P.ef Site, Miles em/sec 1 Sand obtained from Gifford Hill Plant at Eo9le Lake Specimen Otsi9nation 2 3 55 __ _g_ __ 119 1.83xl0"3 3 113 3.37110"3 Laboratory Compaction Test Results Unified Class. Symbol SW ASTM D 2049 - 69 Minimum Dry Density pcf 98 Maximum Dry ~ensity 1>Cf 120 SOUTH TEXAS PROJECT UNITS 1 & 2 PHYSICAL PROPERTIES GIFFORD HILL FILL MATERIAL Figure 2.5.4*1 Revision 0

0 0 Q 0 0 ~0 0 0 AI O~CQ 0 c p 10 0 oo 0 0 A2 Oo 20 A2o A2 0 0 0 c 8 30 0 4 0 oO 0 40 c 0 00 0 ~0 0 ~ 0 - OJ 0 .c: - 60

a.

Q 0

0 c c 70 E 80 0 c 90 F 0 100 0 1.0 2.0 3.0 Soli Shear Stranoth, ksf Layer SOUTH TEXAS PROJECT UNITS 1 & 2 UNCONFINED COMPRESSION TESTS SHEAR STRENGTH VS. DEPTH Figure 2.5.4-2 Revision 0

0 ~ ct ~ 0 A, 00 ~~ 0 tpo 0 A2 20 nh 0 0 f.l 96 oz 8 40 ~) c '~o o oo 0 0 op p 0 0 D oz 0 0 60 n 0 n E 80 0 cP oo p 0 0 p 0 oo 0 0 0 ~ 100 c ~ F Q. Ql 0 0 c Oo Oc 0 120 H 0 0 0 0 oo 0 0 0 c 140 0 J 160 0 0 0 0 0 a: co 0 0 180 0 0 0 c Q;) 0 200 I I 0 2 4 8 10 12 14 Soil Shear Strength, ksf Layer LEGEND SOUTH TEXAS PROJECT o -Clay-Plant Site UNITS 1 & 2

-Silt-Plant Site UNCONSOLIDATED UNDRAINED TESTS o -Clay-Essential Cooling Pond SHEAR STRENGTH VS. DEPTH o3 -

3 Data points Figure 2.5.4*3 Revision 0

N E ~ ao lt: ~ iii l5 2 U) 0 ~.. 0 Ci c! 20 10 d z i... l 2 J ~ Total Normal Stress, KQ/cm2 AliOI Strain,, "lo Dry WGter Sample Depth, Oenaity Canterrt L.L. PL. Na. ft pet A1-1 ~ 93 22 77 26 A0-2 o-6 93 22 77 26 Ao-l o-6 93 17 77 26 A,-~ o-6 93 17 77 26

~TORY C!J'PACTED SJII'I'U:

PI 51 5"!. 51 51 Fadure Condrtions

CT3, K;tc...Z O"d,

i K~/t..Z "1.

0.50 1".96 ~ - 5 0. 50 lQ.89 ). 0. 0.50 21.03 j. 5 o.so ?1.~~ ). 9 ~ SOUTH TEXAS PROJECT UNITS 1 & 2

UU TRIAXIAL TESTS LAYER A1 *COMPACTED Figure 2.5.4-4 Revision 0

N e u....... X ~ V) l5 0 >.. 0 l5 0 >.. 0 c 1.0-T Note: s.. below for a continuation of the Slreaa-Strain curve. on somple due to malfunction C Excusive stroin imposed in loodinQ system .~ VStress Control Loodono I J ~ --- o I I I 21 I 3f I Axial Strain, 6,% 2-I -v-streu ~ Control -~~d: Strain Control Loading 0 I 51 101 ~5 1 201 Axial Strain, 6, *t. cf--Stroin Control LoodinQ

....J B

1/Strou Control LoodinQ ol 51 101 Axial Strain, 6.~. Sample Dry Wollr Cantent'l'. No. l Otn11ty LL pet Initial Final 5-l29 ~9 89.5 T-14 35.0 32.8 75 PL PI 2l 55 20l

CT3, Kg/crn2 1.70 SOUTH TEXAS PROJECT UNITS 1 & 2 OU TRIAXIAL TEST LAYER D Figure 2.5.4-5 Revision 0

1.25 1.0 N e " D

0::

b 0.5 u; l; Q 8 N e 6 D

0::.,;

b 4 u; 0 2 'i Q

1.25 E

-1.0 D

0::

~ ~

0 * *

0: e -0.5 0 a.

~ D c.. .c: c.J 0 Sample Dry No. 1 Density pet ~=w lOE 112.3 AIIGI Strain, e.""' Strain Control l..ood inQ l..oodinQ 5 10 Aria I Strain, e, "'o Strain Cofttro! l.addinQ Str*u Control LoGdinQ 5 10 A rial Strain, 6',% Water COIItent.,.l Initial J Final I L.L PL. PI 15.91 16.o l 38 15 I 23 continues to a;

2. 51
. 0.49, th.en beain' stra1n control load ina Noll :

511 below for o continuation of "" Stnu-Straln curve 15 20 15 20 SOUTH TEXAS PROJECT UNITS 1 & 2

CT3, K;/cm2 CIU TRIAXIAL TEST.

].83 LAYER F Figure 2.5.4-6 Revision 0

1.~ 1.25

- ~

N E <> ' "' 0.75 b 0.5 (/) - 0 0 > 0.25 0 3 E 0 b 2 (/) - 0 0 >.. 0 5 N 4 E u ' 0 b 3 0 ~....

li:

2 ~ 0 a. 0 c (,) ~ Dry Sample.. 0-ity No. pd 0 !-IU T-35 151 10 *. 1 Axial Strain, 6,% Stress Control Loodono ~ Axial Strain, e, *t. Strou Control LoadinQ 5 Axial Strain, 6, "/o Water Content "1. Initial Final LL 13.8 18.2 49 PL 17 PI 32 Strain Control Loodino 10 10 0'3 K~cml ,, 17 Note: s.. below for o continuation of the siren-strain curve. 15 20 15 20 SOUTH TEXAS PROJECT UNITS 1 & 2. OU TRIAXIAL TEST LAYER J Figure 2.5.4-7 Revision 0

= So~*.I Dry No. 1 o.Mity pet ~:IT* 18 102.5 ~ Vi 0 ],.

Q N e

~ ¥ b ~ Vi 0 0 >

Q N e u '..

¥ ~ ~

I.

,t

0 0..

c 0.c u 2.0 I.S 1.0 o.s 6.~. ~ t 5 3 2 Water Contet"'t ~. lftitlal J Final

25. rl 2J.z I..L 56 coatinu** to Ci* 2.01

(

O. S9 Stra1n Control L..oacllnQ Nata:

Axial Strain, 6.,. Strain Control L.oadtnQ Control LaadtnQ Axial Strain, e*J. Strain Control L.oadtnQ Sire II Contra~- LoadinQ

5 Pl.

PI 20 36 10 Axlol Strain, 6"'1* I ~, 1<4/C:.,z I 6.08 Sea below lor o continuation of the Slreoa*Stroln ourn 201

~

20 SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TEST LAYERJ Figure 2.5.4*8 Revision 0

= SolftiiiO No. .l llCo r-* .5 2 r *.a ~-'

~

7.5
- =~ :*

Effective Normal Stress KQ/emZ .. e ~2 ¥.... e u; 0. II) 0

§.

2 Total Normal Strn1 Kg/cm2 .. e ~ ¥.: <lz i "..

i. f

..5. llo 10 0 y Axio I Strain, &, "* 3 "'e ~ ~2 ~ ~I ~ 0 0 0 10 Aaiol Strain, c, "*

SUMMARY

OF CONSOUOATEO-UNORAINEO (CIUl TRIAXIAL TESTS LAYER At o,., O...sity pet Wot~r Ccwuent ~ (fl* I'Gii..... CGndi~ LL PL PI K:~z :,~:,;.z lnitiat 'tnal KGfem2 U. l )3.]

!.J 9l 22 59 o..

';II

0. LLIO o.n 90.,

3? ' l2 ~l 5' ). 08 0 ~0 ),. 99.o 11.5 12,C 22 ~~

2. :*

1. C9 0.6J

18.,

26 ** 11.: I !.. ~, ~ . el" . *o 0*14° 8 IS IS 20 SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TESTS LAYERA2 Figure 2.5.4-9 Revision 0

4 E u 3 ~ 2 u; 0.. "'.. 1 ~ u i::i Effective Normal Stress, Kq /cmZ 4 .. e 3 ~ ~ 2 0 C*0.70 Kq/cm2

2 0 0 Total Normal Stress, Kq /em z E4

~ "".; 3 0 <I ~ ".. 2 d: ~ 0

11. 1

.5 10 Aalal Strain.~,,.. 4 E ~ 3

0:

~ .. 2 c;; 0

1 u

Q 0 0 10 Aaial Strain, C,*;.

SUMMARY

OF CONSOUDATED*UNORAINEO (CIUl TRIAXIAL. TESTS L.AYER 8 ! Sa111ot*l ~ 0 I Waitt Cantou~ 1 I j, C a !Failur* Coftditiors o L.L.'PL. PI U.. 'll No. } e;':; jtniliat j "'*at I i Symbol ~~~ a.. ' oa *. {! K; Kt-2 1KotcroZ ~:~ ** qq,a I 2*.* I 25.3 I *T I 16 I Jl l a.-<:H I 2.12 ' 0.67 I 1.47 2 ~~ h*.5 102.1 I 23.0 I 24.s I sa i 19 I 39 I CH 2.69 l J.S6 ! l.lT 1

t~

ho.~ 97.8 I 26.8 I 27.! i !6 20 I 46 ! CH ~.~ ! J. l9

. :!2 8

1~ 20 SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TESTS LAYER B (CLAY) Figure 2.5.4-10 Revision 0

'\\ ) 2 ~ 1 2 .. e u 8 ~6 ¥..... ~ 4 C/) l;. U> 2. "i ~

I Effective Normal Stress, KQ/em2 Total Normal Stress, KQ/cm2 Axial Strain,&, 'Yo Axial Strain,&, 'Yo

SUMMARY

OF CONSOUOATEO-UNORAINEO (ClUl TRIAXIAL TESTS LAYER B ~ Dry l Wotor ~,., LLI~ 0",, Foilure Coftdltiono Somlll* Pl u.c. NO. .J ~ty /Initial_/ Fino I SymbOl 1<4W K~:.;.2 OO'u, .,....,z ~~~.. oa.z I 2~.s I 2~. 5 2Q I 21 5 >t..-<L

o. s*

1. 18

-o.O'I ~:a* l z~ I.... I 25.* I 21.7 I 22 22 0 ~L ij. &lO i 11.02 -o.u 1 i ~~~ 'n.si ~

~ * * ~~
. 1 I 25 I

I

!.72

"-S.: >1 I. "'--<L ". 18

.62 18 20 18 2.0 SOUTH TEXAS PROJECT UNITS 1 & 2 OU TRIAXIAL TESTS LAYER B (SILn Figure 2.5.4-11 Revision 0

N J ~*23" e u.... 2 ~ u; 0 ~ u :! 5 Effective. Normal Stress, KQ/cm2 N J e u.... 2 ~ en iS.. .c 0 Total N Normal Stress, Kq/cm2 e ~ 2 l')i. <l.. ~.... Q: 0 0

4.

10 Axial Strain, C, *t

0

-I .c u 4 Ne u 3 "' " J'.. 2. en ~ a -;

Q 0

0 5 10 Axiol Stroon, e, "f.

SUMMARY

OF CONSOLIDATED-UNDRAINED (CIU) TRIAXIAL TESTS LAYER D J ! Somoto \\ ~ I Dry i WoiOr Contont 'II

1 00ftlltyl

{l l No. pel

tniliol I ~not I ! I

! 11' !f'ailuto Ccndit10n1 LL PL ; PI S~;,tl 3, zl cr., 21 C.CTv, I . 1<91cm Ke~ IC,~,z ~ I-C 20 :,, I 96.7 I ~ l 0 * * ! ':. *l l i J.7* i 1. '/8 I o. 52 1

T-8 28.0 6J CH 2 ' ;:;;o I,, J1oo.1i2-.6 I 26. l 58 '2:i

a 1 CH: l. ~O ! '*'"

. "- <d 3 i ;:;'"' : *6 I 9~. o I ze.* I 29. 6 67 ' 22 ~s 1 CH . 0 0 I 1. 64

:. lO i

I I 6 7 8 8 ~ 15 20 15 20 SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TESTS LAYER 0 Figure 2.5.4-12 Revision 0

!! Sompje I~ .; ! No. J .. Z21 193 1 f*ll z !:~f o.roi1"" 1.1 ;':tf' !101

~go 1 9' N

6 e /, ~ ~. zg* 4 .t: II).., u = 4 10 12 14 16 Ef fective Normal Stress, Kq / cm2 6 N e u.... .A 4 ~ l! II) c; 0 1-12 14 16 Total Normal Slress, ~q/cm2 "'e Q) 4 ~ "" " J> <l ~.. a: 0

i.

I .5 10 15 20 c: Axial Strain, &, *t. u -I N E u.... cp b;, 4

i

~ 4 g CD Q 0 0 10 Asiol Stro1n. &, *1. Summary of Consolidated-Undratned CCIU) Tria*ral Tests Layer F Dry Wotar Coftront,.J 1-T I. 0'"3, Ooo111y L.L. PL. PI U.C. pel '! loitiol I Fino I I. I ISymbo KoJCIIIZ 95-7 21.9 I 30.1 I T3 121 I 52 I CH I 1. 50 1011 Q i"

15~

1 .a iH I CH 10Z.8 21.4 122.1 I *o I 19 i,, I CH I 6.JO 99.3 <*.1 I ~ - 3 I ~6 I 18 I 1e i CH ; 6.00 Foih1te Condittons a.. : 60".,, Kt,.U, z! Kt/'~ z ' 1. a8 ! 0. 6~ I"

10 o.<E

~. e1 2.01 i

- ~9

2. 10 15 20 SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TESTS LAYER F Figure 2.5.4-13 Revision 0

1.:1 e ~ .c: 0.5

~

~ i:i 4 Elte~tive Normal Stress, K9/emZ 1.5 .. e ~ Ui 0-7* . 0.5 .c: c; 0 1-Total Normal Stress, Kg/cmZ 1.0 N e ~ t3 0.75 "* * !. 0.5 ct

0.

.!: 0.25 c: " .c: u Axial Strain, e, -r. 1.0 'E ~ "' 0.75 "' J JJ) Ui 0.5 l!5 0 Q 0.25 00 5 10 15 20 Axial Strain, e, "1. Summary of Consolidated* Undrained CCIU) Triaxial Tests Layer A, Samcote Y 1.1. Pl. J I I :_I Or l WGttr Canttnt 'Yo I ~ S I No. \\,! I o.:;*Y ! Initial ! Finol J l : *.-1 lo-~i H I 19. 2 I 4L s i, ~ I 26 2 : **-* [o-61 ?2 I l 9.2 I ; 9.2 I -7 1 26

I.a,-

io-~i ; 2 i 1 ~. 2 1 ~ ~~... ! -- I a _AIOIATOiiiY COMP'&CT[D S..l.M"LE I u. C. I a. jf'ailurt C<lnditiontl : PI I ",z\\ a . ! oa I Symbol ! KotcmZ.,1o,z I Ko t~Z i 51 I Ct< i o. ~ 0 I o. s* I 'l. } 4. s1 I,.. I l. ~ o I 0. 55 I ~. - J a 51 I CH i 2.10 1 ~ . 91 i -:. : u SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TESTS LAYER A1 -COMPACTED F:gure 2.5.4-14 Revision 0

1.5 e " "'. 1.0 ~.. * ..c 0.5 .! u i::i I 2 Effective Normal Stress, I<Q/cmZ .. e 1.5 ~.. ~ 1.0 u;.... * .c "' 0.5 0... I 2 Total Normal Stress, I<Q/cm2 1.0 e u ~ ~0.15 i ".. 0.5 It ~

l.

.:0.25 c.. ..c v 0 0 5 10 Axial Strain, e, "4 .. e z.o u ~ 1.5 en

1.0 Q

0.5 0 0 5 10 Axial Strain, e, "* Summary of Consolidated-Undrained (ClUl Triaxial Teats Layer Az

I Az-1

!Z.7.. zo.. : CM

0.50 0.50 o.sz Z I At-2 11.7 10.7..

20.. CH I 1.00 I. OZ o.sz ), At-3 Z?.t Sl zo ** CH ' z.oo.... o.ee

L.:..:.o~.:.':':~Y cc:.o;a.:.c':'tQ

.s.:.~:~~zs 4 3 4 15 20 15 20 SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TESTS LAYER A2 *COMPACTED Figure 2.5.4-15 Revision 0

i O~Y SAM.. L[,; NUMKR i ODISITY e I 1*1 iz,-57 105 2 1*2 21*37 101 3 I.., 21*37 101

e 1.5 u

~ X.. ~ 1.0 Ui 0.

0.5

~ u. 0 e ./:! "' X :I. ! u; 0 1-. e ~ 1.5 X 0 ~ * ~ 1.0 i0.5 .5. c _g a u 2.0 1.5 e ./:! : tii.O ~ u; .. 0.5 0 a Q 0 0 01 0 I Effective Normal Stress, I Z Total Normal Stress, Ko/cm2 5 10 Axial Strain, e, 'Yo 10 Axial Strain, e, 'Yo Summary of Consolidated-Undrained (C lUI Triaxial Testl Layer 8 ....-rUCCNTDIT'II if'AILU~E CCNOITIONll a, LL "'L Pt ~;.;c...,,.... a *.

a *.

INinAL "NAL ""'"'l Kt/CM.t II u Z5 20 5 IlL 0.50 0.11 o.zo II 22 23 20 3 IlL 1.00 1.17 0.51 II Zl n 20 3 IlL 2.00 1.11 1.34 I LAIO~&TO~Y COM.... CTEO S&M.. L[S z 1-I" 4 4 20 15 20 SOUTH TEXAS PROJECT UNITS 1 & 2 CIU TRIAXIAL TESTS LAYER B *COMPACTED Figure 2.5.4-16 Revision 0

2 N e ~ "' " :i.. .a II ti

! w 3

4 Effective Normal S trest, Kg/cmz 2 NE ~ (! u; c 1 0 0 1-4 Ne Total Normal Stress, Kg/cmz .1:1 t3 2 pcf I ;.. I U-31 105 11.8 I 26.2 )6 16 20 CL 2 I.. 2 ll-31 105 11.9 I 2). 7 )6 16 20 CL l !.. 3 ll-31 105 l].il I 2]. 5 J6 j16 20 CL 'J.DQAA.Ttlllt.Y co<O'AC'ml ~!! a-, Foilute C:C...._. t<o~.~ o~. .,,.oil 0.50 0.51 o.n 1.00 1.10 0.'5 2.00 1.11 0.82 0 z... SOUTH TEXAS PROJECT UNITS 1 & 2 OU TRIAXIAL TESTS LAYER 8 *COMPACTED Figure 2.5.4-17 Revision 0

Stress Conditions Oj (J3 e Kg/cm2 Kg/cm2 Sample No. I Bl38 T-16 2.69 2.45 0.35 Depth, ft. I 49 2.94 2.45 0.56 Dry Density, pcf I 83.2 0.55 0.55 -0.58 Initial Water Content,% ( 51.9 3.30 2.90 0.71 Final Water Content,% I 37.9 3.48 2.90 0.83 LL I 78 3.69 2.90 0.91 PL ( 25 2.44 2.15 0.66 PI I 53 The sample was 1sotropically consolidated at 1.70 Kg/cm 2 SOUTH TEXAS PROJECT UNITS 1 &2 CID TRIAXIAL TEST LAYER D Figure 2.5.4-18 Revision 0

Stress Conditions 0"1 0"3 e Kg/cm2 Kg/cm2 o/o 8128 Sample No. T-22 J. 21 2.95 0.10 Depth, ft. 84 3.76 3.30 0.20 Dry Density, pcf 110. 3. 4.36 3.65 0.38 Initial Water Content,% 15.2 4.97 4.00 0.48 Final Water Content,% 15.6 3.76 3.30 0.48 LL 32 2.60 .2.60 0.78 PL 16 2.39 2.25 0.96 PI 16 2.13 1.85 0.93 1.98 1.50 0.96 2.25 2.05 0.93 2.60 2.60 0.93 3.05 2.85 0.96 3.38 3.05 0.98 The sample was isotropically consolidated at 2.55 Kg/cm 2 SOUTH TEXAS PROJECT UNITS 1 &2 00 TRIAXIAL TEST LAYER Ft Figure 2.5.4-19 Revision 0

Stress Conditions Oj 0'3 e Kg/cm2 Kg/cm2 0/o BI26 Sample No. 5.18 4.82 0.14 T-26 Depth, ft. 114 5.52 4.. 82 0.31 Dry Density, pcf 106.1 2.73 2.73 0.11 Initial Water Content,% 19.6 5.81 5.27 0.31 Final Water Content,% 18.5 6.27 5.27 0.42 LL 40 4.40 4.15 0.31 PL 17 PI 13 The sample was fsotropically consolicated at 3.77 Kg/cm2 SOUTH TEXAS PROJECT UNITS 1 & 2 CID TRIAXIAL TEST LAYER F2 Figure 2.5.4-20 Revision 0

Stress Conditions crt (J3 e Kg/cm2 Kgtcm2 0/o Sample No. ~~j§ I 6.45 5.92 0.10 Depth, ft. 159 I 3.86 3.86 0.00 Dry Density, pcf 105.9 1 6.95 6.22 0.18 Initial Water Content,% 19.3 1 5.37 5.67 0.13 Final Water Content,% 19.2 I LL 33 I PL 14 I PI 19 I The sample was isotropically consolidated at 5.17 Kg/cm2 SOUTH TEXAS PROJECT UNITS 1 & 2 00 TRIAXIAL TEST LAYERJ Figure 2.5.4-21 Revision 0

Stress Conditions Oj ()3 e Kg/cm2 l<g/cm2 Sample No. 91~6 T- 0 I 6.68 6.38 0.05 Depth, ft. 184 I 4.34 4.34 -0.13 Dry Density, pcf 104.7 - 7.43 6.83 0.10 Initial Water Content,% 22.6 6.63 6.43 0.13 Final Water Content, o/o 22.1 LL 65 PL 22 PI 43 The sample was isotropically consolidated at 5.93 Kg/cm2 SOUTH TEXAS PROJECT UNITS 1 & 2 CD TRIAXIAL TEST LAYERJ Figure 2.5.4-22 Revision 0

Stress Conditions Oi 0"3 e Kg/cm2 Kg/cm2 '"lo Sample No. ~:~~ 5.60 5.40 0.06 Depth, ft. 189 5.29 4.90 0.26 Dry Density, pcf 98.1 4.98

4. 4 5 0.49 Initial Water Content, '"lo 22.9 4.68
. 3. 95 0.52 Final Water Content, o;. 22.3 4.38 3.45 0.49 LL 45 4.68 3-95 0.49 Pl 19 4.98 -4 0 4 5 0.52 PI 26 5.30 4.90 0.52 5.60 5.40 0.55 5.90 5.90 0.61 6.23 6.10 0.61 The sample was isotropically consolidated at 5.90 Kg/cm2 SOUTH TEXAS PROJECT UNITS 1 & 2 CID TRIAXIAL TEST LAYERJ Figure 2.5.4-23 Revision 0
Stress Conditions C1j <13 e Kg/cm2 Kg/cm2 Sample No. I *=~~B 7.41 7.15 0.10 Depth. ft. I 244 6.99 6.60 0.10 Dry Density. pef l 98.3 6.76 6.10 0.15 Initial Water Content.% j 26.3
6. 46 5.55 0.33 Final Water Content.% I 26.5 6.76 6.10 0.28 ll I 62 Pl I 21 PI I 41
. The sample was isotropically consolidated at 7.70 Kg/cm2 SOUTH TEXAS PROJECT UNITS 1 & 2 CID TRIAXIAL TEST LAYER L Figure 2.5.4-24 Revision 0
Stress Conditions Oj 0"3 e Kg/cm2 Kg/cm2
f.
Sample No. B12~ I-6 I 8.74 8.35 0.00 Depth, ft. 294 I 8.17 7.50 0.05 Dry Density, pcf
87. 4-I 8.49 8.10 0.05 Initial Water Content,"/.
31.0 I 8.85 8.65 0.00 Final Water Content,% 31.2 9.25 9-25 0.05 LL 80 9.48 9.35 0.08 PL 25 PI 55 The sample was isotropically consolidated at 9.25 Kg/cm2 SOUTH TEXAS PROJECT UNITS 1 & 2 00 TRIAXIAL TEST LAYER N Figure 2.5.4-25 Revision 0
0.8
0.4
~ u; .! 0.2 1/) 0~----r---~----~-----,----~ 0 0.2 0.4 0.6 0.8 1.00 Normal Stress, O"n, Kq /cm2 1.00 ~crn.0.2 Kq/cmZ I-, CTn* 0.4 Kq/cm2 N 0.8 ~ ~ 0.6 ~ i LO"n. 0.8 Kq/cm2 / ~ 0.4 u; 1/) 0.2 0~----------~------------~------------~----------~ 0 0.0:1 0.10 0.15 0.20 Horizontal Displacement, C., inches
SUMMARY
OF RESIDUAL DIRECT SHEAR TEST Dry Wotor Hydrometer BorinQ Sample .c Oen*ily Content L.L. P.L. P. I. Analysis C' Ill'. No. No. r 0 pel 'fo .,. -"'"200 K*,.-' z a-209 T-5 a 95.7 27.9 67 21 46 99 0.46 5" *
Failure ourface developed from intoct sample. Initial run not shown.
SOUTH TEXAS PROJECT UNITS 1 & 2 RESIDUAL DIRECT SHEAR TEST ESSENTIAL COOLING POND Figure 2.5.4-26 Revision 0
"' E 1.0 u..... 0.5 ~ Vi 0 ~ 0.5 1.0 1.5 2.0 2.5 Ill Normol Stress, CTn, Ko/cm2 0.125 0.10 I N O"n*O.a Kg/cmJ e ~ I ~ /' ~ CT,*O.S K9/cmZ I I II \\ u; 0.05 15 I ~ Ill I.... -,~ I / 0"0*0.2 Ko/emZ t' \\~ ___ _; CTn*0.4 Ko/emZ \\ 0 0 0.05 0.10 Horizontal Oisploeement, t::., Inches 0.5 n-3.2KQ/em2 0.4 .. e ~ ~ 0.3 Ill ~ u; 0.2 <T,*I.6 Ko/cmZ i Ill 0.1 00 0.05 0.10 Horizontal Displacement, e:., Inches
SUMMARY
OF RESIDUAl. DIRECT SHEAR TEST, LAYER K1. = Dry WG!or H.,._IW Iorint Sample t Do.. ity Con-L..L.. P.L.. P.I. analylft ~ ~ no. pcf ,.,_#200 1-146 T~ I II 29.1 71 2.3 Sl 100 0 9" ~;-g* 3.0 3.5 4.0 !late : Ttst perfo,.:-e c 0::1 :!"e-extst1ng sl1c~ensi~a surf.tc:t.
u tura 1 i r-regu1arit1ts resu l ted in fllst puk stress

t high displacement.
0.15 Hate : Test Perfo rmed on pre* exl!t i ng s l ictens t ee surf1ce.
utural ir-requhr i t i ts resulted in false ;ltlk stress at high d>splacemtnt.
0.15 0.20 SOUTH TEXAS PROJECT UNITS 1 & 2 RESIDUAL DIRECT SHEAR TEST LAYERA2 Figure 2.5.4-27 Revision 0
I I 2.S~------~--------~---+--_,----r----r--~----~------~--~ "' 2.0 E u at ~ - u - .c - 01 c ~ ~ - CJ) CJ * .c CJ) ~
CJ
~ I.S 1.0 SELECTED F CURVE ~o.s~~--~~~4---------+---------~--------~------~---------+--~ o~-------+--------~------4--------+-------4--------~~ 0 10 20 30 so 60 Dutch Cone Tip Resistance, Qc, kg/cm2 Relationship between c and Qc c = Fqc Where c = undrained shear strenQth, kQ/cm2 F = reduction factor qc = Dutch cone tip resistance SOUTH TEXAS PROJECT UNITS 1 & 2 DUTCH CONE PENETRATION REDUCTION FACTOR Figure 2.5.4*28 Revision 0
0 Undrorned 3 04---_.--~----~--~--_.--~----~--~--~----~--~--~--~ Soil Layer A2 Soil Layer B Average value from unconfined compression tests 804-----~----------------~ 90 100 Soil Layer D Soil Loyer E Soil Layer F SOUTH TEXAS PROJECT UNITS 1 & 2 DUTCH CONE PENETRATION SHEAR STRENGTH VS. DEPTH Figure 2.5.4-29 Revision 0
20 N E ~ 0 !11:: 1!5 ~ en ... 10 .s::. en.. -~ u !5 ~ 25 20 N E ~ !11:: ~ 15 ~ iii 10 l!.i "
0 5
~ Sample No. -a c! 1
==~91 52.* 2 e-191 p.~ 52.0 3
-~~!
P-6 75.0
p1 75.5 Failure envelope 30 Effective Normal Stress, KQ/cm2
~ 3 0 10 12 Axial Strain, e, -;. Dry Water Portu:la Size Analysis, 'l'o !T3 Sand Silt and Clay Density Cor. tent KoJcmZ pe1 "4
4to*200 (4'200 QQ.1 18.2 95 5
0.50 98.5 22.6 95 s 2.00 100.3 22.9 95 s ).00 100. 6 21.9 89 11 .<;0 Summary of Consolidated -Drained (CI01 Triaxial Tests Layer E 35 40 14 16 Faii~Xe Conditions... Gd e 0 K9/cm2 z
l. 70

2. 6 7.48 4. 2 12.05 4. 7 20.15

5. 7 SOUTH TEXAS PROJECT UNITS 1 & 2 CID TRIAXIAL TEST LAYER E Figure 2.5.~30 Revision 0
E u ' "' X. ti' Ui 1! .5! ~ 10 15 20 25 30 35 40 Effective Normal Stress, KQ/cm2 2~ 20 ____ _G) I~ /v 10 5 v 00 2 4 6 8 10 12 14 16 18 Axial Strain, e, % i Wotar Partocle Soza Analysis t *1. I Failure Conditions Ory ~..: Densoty Content Sand Silt and Cloy CT3 2! (id _l i 0 ~ No. pet
4 to*2001 <*zoo Kg/em I KQ/ cm2 :
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8 E u ~ 6 iii.. i 4 .c ~ u J! 2 w 0 0 2 4 14 12 10 .. e u....... ¥ ~ ~ iii l!5 -a ~ i Dry water 0"3, Sa111ple No. Otnldy Content K~/c...Z pcf "4 1 ~:~ 114 6.0 1.00 2 ::~~ 114
6. 0

2. 00 3 ::~
U4 6.0 4.00 "..-rOOtr CCH'ACTeD SN9'LE 6 8 10 12 14 16 18 Effective Normal Stress, Ko/cm2

fD

~------50 Axial Strain,,% Failure Conditions... w
114, Kt/.,.!
'1'. 4.80 1.4 8.54
2. 3 13.03 2.8 0 z...
SOUTH TEXAS PROJECT UNITS 1 & 2 Summary of Consollated-Dra1ned (CID) Triaxial Tests from Giffard Hill Plant in Eagle Lake Area ClD TRIAXIAL TESTS POTENTIAL BACKFILL FROM GIFFORD HILL Figure 2.5.4-32 Revision 0
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VI .X w (/) _J 0 0 ~ 0 w z <t: 0::: 0 z 2 ~10-2 ro-1 104 ~ U-11-~ ~ ~ 10'1 w i iT 10211 ~ 2x1ol IIFnlflllllllllllll AXIAL STRAIN,, % l lO I ~--* - !Ir:**-- ~~-:a:amHllitffilg l~g* - 1-Mmt!IUIIItllm!MIGIIfllll~ll !HiH!HIIIIII .Hflllli!I IIIIIIIHHIIIIIIIIIIIIIIIII llllllllttitlti!ttWJltlJlllllll_ 0 6 A o* 0 e 'V SAMPLE NO. DEPTH (ft.) B-131 T-51 (bottom) 270 B-127 T-50(bottom) 194 B-129 T-46(middle) 179 B-127 T-52(bottom) 204 B-13-9 T-30(bottom) 99 B-139 T-30(middle) 99 B-133 T-29{middle) 99 B-140 T-15(bottom) 45 B-133T-16{top) 46 B-138T-5(bottom) 10 B-12 7 T - 6 (bottom) 15 SOUTH TEXAS PROJECT UNITS 1 & 2 YOUNG'S MODULUS VS. STRAIN CYCLIC TRIAXIAL TESTS Figure 2.5.4-44 Revision 0
SAND o LA,ER!zooo 4000 DRAINED SAND MODULUS, (kif) LEGEND: \\ \\ 1\\ \\ 0 E LAYER SAND -UNDISTURBED e E LAYER SAND -RECONSTITUTED C FIELD SHEAR WAVE VELOCITY GIFFORD HILL BACKFILL SAND ... 000 boo --cr 24.000 ~DO I I 0 0 [J 0 0 0 2;,600' co 0 28,700} ~ 32,300 32,000 3,,300 r:P 0 0 0 0 SOUTH TEXAS PROJECT UNITS 1 & 2 DRAINED SAND-MODULUS VS DEPTH Figure 2.5.4-45 Revision 0
OM IOQ.. X w c z o- ~ 1-u i= Ocn rt')ct ...J a.. 0 (\\J Q ~------._----~~----~~----~~--._--~~----~0 0 ~ ~ 10 0 N N o O>f *l.S3tl l.'o' 3tfnSS3~d Hl.~'o'3.:10 .1N31~1.:1.:130:> After Brooker and Ireland (3) SOUTH TEXAS PROJECT UNITS 1 & 2 RELATIONSHIP BETWEEN Ko. PI, & OCR Figure 2.5.4-46 Revision 0
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LL I PL I PI ~ I No. ~ pel 1rnrllol Frnol j a-1e6 ' 54 104 2l.BI21.:; I 51 23 I ] 8 T*6 I I I I I I I I I I I I l I I I I SOUTH TEXAS PROJECT UNITS 1 & 2 LATERAL EARTH PRESSURE AT REST (Ko) TRIAXIAL TEST Figure 2.5.4-48 Revision 0
TOTAL. OVERBURDEN PRESSURE, ( ktf I 0 10 20 30 40 !50 60 10 80 90 100 11,0 0 ~JPII<.W"' *'""' '" "'*" 724---, 5o- ~:.~-----r-TT*IlS I --;.;~;1-- 100 i\\_"T;:iia ____ ~-----" I I
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-~ LEGEND Ell Piezometer 1B Pump Tnt Well l SCALE-WILES SOUTH TEXAS PROJECT UNITS 1 & 2 LOCATION OF PIEZOMETERS OUTSIDE PLANT SITE AREA Figure 2.5.4-51 Revision' 0
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1. REFER TO FIGURE 2.5.4-53 '
FOR SECTIONS A-A AND B-B. *
2. REFER TO FIGURE 2.5.4-54 FOR SECTIONS C-C AND D-D.

3. SUMP EXCAVATION WITH 84" CASING TO EL. -50 1 MSL.
(§ ITEE] WEST TENDON GALLERY ACCESS SHAFT MECHANICAL AND MECHANICAL AND EAST ELECTRICAL ELECTRICAL AUXILIARY BUILDING AUXILIARY BUILDING m m w w 10 10 0 0 ~0 ~0 !: -20 -20 ~ ~:~ > * : : ' : '\\
==~ ~ LEGEND MEDIUM STIFF TO VERY STIFF CLAY (C~) STIFF TO VERY STIFF SILTY CLAY (CH) MEDIUM STIFF TO VERY STIFF SILTY SAND (SM) AND SANDY SILT (ML) SECTION A-A LOOKING NORTH ~ 50 0 50 100 150 1-t;;J t;;ot-4 I I I VERTICAL SCALE 50 0 50 100 150 200 250 300 kX;-1 I I I I I I HORIZONTAL SCALE DENSE SILTY SAND (SM) STIFF TO HARD SILTY CLAY (CH) NOTES I. EMBEDDED ITEMS SUCH AS PIPING AND DUCT-BANKS ARE NOT SHOWN, EXCEPT CIRCULATING WATER PIPES. SOUTH TEXAS PROJECT UNITS 1 & 2 DENSE SLIGHTY SILTY FINE SAND (SP-SM) CATEGORY I STRUCTURAL BACKFILL
2. LOCAL EXCAVATIONS OUTSIDE OF MAIN PLANT AREA EXCAVATIONS, ARE NOT SHOWN.

3.
THE TOP 18 11 OF BACKFILL IS TO BE FINISHED GRAD-ING AND IS NOT SHOWN IN THE FIGURE. PLANT AREA EXCAVATION AND STRUCTURAL BACKFILL SECTION A-A Figure 2.5.4-53 Revision 0
WEST EL TURBINE GENERATOR BUILDING UNIT 2 TURBINE GENERATOR BUILDING UNIT I EAST EL. 27.0':!: -20 (0) i-~0 ~::J~::::**.* -.::.*:.;;_... . :::-_::".::'. *.. _: :. :** : *.. f::;,t~~;;~ ;:.*>:* -* \\>C '.. -:* :.. < : * *
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l,_GEND ~ MEDIUM !:;TIFF TO VERY STIFF CLAY (Cr1} (§) STIFF TO VERY STIFF SILTY CLAY (CH) MEDIUM STIFF TO VERY STIFF SILTY SAND (SM) AND SANDY SILT (ML) fEE] ~ ~ DENSE SILTY SAND (SM) STIFF TO HARD SILTY CLAY (CH) DENSE SLIGHTY SILTY FINE SAND (SP-SM) NONCATEGORY 1 STRUCTURAL BACKFILL GENERAL BACKFILL SECTION B-B LOOKING NORTH ~0 0 ~0 100 150 ~I I I VERTICAL SCALE 50 0 50 100 150 200 2~0 ~00 ~I I I I I I HORIZONTAL SCALE NOTES I. EMBEDDED ITEMS SUCH AS PIPING AND DUCT-BANKS ARE NOT SHOWN, EXCEPT CIRCULATING WATER PIPES.
2. LOCAL EXCAVATIONS OUTSIDE OF MAIN PLANT AREA EXCAVATIONS, ARE NOT SHOWN.

3.
THE TOP 18" OF BACKFILL IS TO BE FINISHED GRAD-ING AND IS NOT SHOWN IN THE FIGURE. SOUTH TEXAS PROJECT UNITS 1 & 2 PLANT AREA EXCAVATION AND STRUCTURAL BACKFILL SECTION B-B Figure 2.5.4-53A Revision 0
© ElEJ ..sillilll. FUEL HANDLING BUILDING TURBINE GENERATOR BUILDING NORTH 20 10 .!.. * : ~-.~... ~ ~~-?\\1.**.*~c * ~'~;~:-*:** * :**:~--~~:::*~*~;.*~~;:~~*:~.. =.~.*i~~.:-.:d~~ "PEDESTAL" ARFA LEGEND MEDIUM STIFF TO VERY STIFF CLAY (CI-0 STIFF TO VERY STIFF SILTY CLAY (CH) MEDIUM STIFF TO VERY STIFF SILTY SAND (SM) AND SANDY SILT (ML) DENSE SILTY SAND (SM) STIFF TO HARD SILTY CLAY (CH) DENSE SLIGHTY SILTY FINE SAND {SP-SM) CATEGORY I a NONCATEGORY I STRUCTURAL BACKFILL SECTION C-C LOOKING WEST
10 0
50 100 1:10 ~LiM'""""' I I I VERTICAL SCALE
10 0

10 100 1:10 200 2:10 300
~I I I I I I HORIZONTAL SCALE NOTES I. EMBEDDED ITEMS SUCH AS PIPING AND DUCT-BANKS ARE NOT SHOWN, EXCEPT CIRCULATING WATER PIPES.
2. LOCAL EXC.AVATIONS OUTSIDE OF MAIN PLANT AREA EXCAVATIONS, ARE NOT SHOWN.

3.
THE TOP 18"0F BACKFILL IS TO BE FINISHED GRAD-ING AND IS NOT SHOWN IN THE FIGURE. SOUTH TEXAS PROJECT UNITS 1 & 2 PLANT AREA EXCAVATION AND STRUCTURAL BACKFILL SECTION C-C Figure 2.5.4-54 Revision 0
§ tE:2]
SOUTH FUEL HANDLING BUILDING
~~~J.ff~t.}9.:~:i7J.JJJ!X;{.
z <( w ~-to ~ -20 ISOLATION VALVES CUBICLE TURBINE GENERATOR BUILDING NORTH ~ -30 EL.-36~0' ~~ ~ ~~ LEGEND MEDIUM STIFF TO VERY STIFF CLAY (Cli) STIFF TO VERY STIFF SILTY CLAY (CH) MEDIUM STIFF TO VERY STIFF SILTY SAND (SM) AND SANDY SILT (ML) DENSE SILTY SAND (SM) STIFF TO HARD SILTY CLAY (CH) DENSE SLIGHTY SILTY FINE SAND (SP-SM) CATEGORY I a NONCATEGORY I STRUCTURAL BACKFILL SECTION D-D LOOKING WEST NOTES ~0 0 ~0 100 1!50 ~I I I VERTICAL SCALE !10 0 !10 100 1!10 200 250 300 Kxo-1 I I I I I
J HORIZONTAL SCALE I.
EMBEDDED ITEMS SUCH AS PIPING AND DUCT-BANKS ARE NOT SHOWN, EXCEPT CIRCULATING WATER PIPES.
2. LOCAL EXCAVATIONS OUTSIDE OF MAIN PLANT AREA EXCAVATIONS, ARE NOT SHOWN.

3.
THE TOP.18" OF BACKFILL IS TO BE FINISHED GRAD-ING AND IS NOT SHOWN IN THE FIGURE. SOUTH TEXAS PROJECT UNITS 1 & 2 PLANT AREA EXCAVATION AND STRUCTURAL BACKFILL SECTION D-D Figure 2.5.4-54A Revision n
-10 -20 0 -30
E I-
~ -40 w ....J w -50 -60 -70 -10 -20 u1-30 l- ~ -40 w ....J w -50 -60 -70 ffi ~ ....J ....J MOVEMENT (IN) o -0.2 -0 I 0 ... 0.1 c j ... 0.2 -10 (f) 0. 6*~*
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~--1--....._ __ I \\ 3/8/76 (BASE) -20 0 ~ : 5/26/76 \\ ~ . 8/26/76 \\\\ I 5 ~ ....J ....J 6 (f) \\\\ 10/4/76-/\\ \\ INCLINOMETER 208Z (TOP OF INST AT EL -11.3') TEMPORARY BACKFILL INCLINOMETER 215Z (TOP OF INST. AT EL.-11.5') _j -30 UJ ....J UJ -50 -60 a: w <( ....J ....J 0 (f) 0 MOVEMENT ( IN ) -0.2 -0.1 0 + 0.1 +0.2 \\ I 0.6" Q2~'--....,, \\ \\ 3/8/76 (BASE) \\ l J \\~ l, 8/18/76)\\ \\ 15/2/76 10/5/76)\\ ! \\_ I I I INCLINOMETER 212Z (TOP OF INST AT EL. -113') EL-13' 208Z ~212Z PLAN-INCLINOMETER LOCATION UNIT I LOCAL EXCAVATION NOTES
1.
NEGATIVE READING INDICATES MOVEMENT AWAY FROM THE SLOPE.
2.
DETAILED DESCRIPTION OF SOIL LAYERS REFER TO SUBSECTION 2.5.4.3.
3.
INSTRUMENTS WERE DECOMMISSIONED AFTER BACKFILL TO EL.-20-, M.S.L. ON 10-5-76. SOUTH TEXAS PROJECT UNITS 1 & 2 SLOPE STABILITY UNIT1 Figure 2.5.4-55 Revision 0
-10 -20 _j ~ -30 ~ ~ u.. ~ -40 w ...J w -50 cr w ...J ...J 0 (/) 0 Q: w ~ ...J MOVEMENT (IN.) -0.2 -0.1 0 +0.1 +0.2 \\ \\\\ 1/20/77 )I (BASE) 3/17/\\(~, 6/29/77~ \\ 2/2/78--'\\ INCLINOMETER 231Z (TOP OF I NST. AT EL.-7.6') ...J MOVEMENT (IN) -I 0 ~ - 0.2 - 0.I 0 + 0 I + 0.2 c -20 D -30 ~ ~ -40 t-! u..
.. -50 w
...J w 2/4/77 (BASE) 3/lo/77 \\ \\ \\ \\ I 2/2/78 INCLINOMETER 238Z (TOP OF INST.AT EL.-11.2 1 ) -10 -20 t-= cr w ...J ...J 0 (/) MOVEMENT (IN.) -0.2 -0.1 0 +0.1 +0.2 1/20/77 (BASE) u.. I -40 ** E w ...J w -50 -60 EL:-41.5' EL.-15' INCLINOMETER 235Z (TOPOFINST.AT EL;-7.7'l EL.-32' ~231Z EL.-15' .S235Z PLAN -INCLINOMETER LOCATION UNIT 2 LOCAL EXCAVATION NOTES:
1.
NEGATIVE READING INDICATES ~VEMENT AWAY FROM THE SLOPE.
2.
DETAILED DESCRIPTION OF SOIL LAYERS REFER TO SUBSECTION 2.5.4.3.
3.
INSTRUMENTS WERE DECOMMISSIONED AFTER BACKFILL TO EL.-20 1 M.S.L. ON 2-2-78. Amendment 5, 5/4/79 SOUTH TEXAS PROJECT UNITS 1 & 2 SLOPE STABILITY UNIT2 Figure 2.5.4-56 Revision 0
130 125 ] 120 u
r-1 a 2t
~us b'
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~ 110 ~ 105 100 0 CUrve I ._.L.I1. _Date 1 3-19-76 2 3-3Q-76 3 4-30-76 4 4-3Q-76 5 5-2Q-76 6 6-01-76 7 7-ll-76 8 7-28-76 9 8-1*8-76 I,... r-..v '[\\ ' \\~ \\f\\ \\ \\I\\ 1\\ \\1\\ _.-r-\\.\\ ~\\ v .'\\ \\ ~ 7 \\t\\ \\ Curves Satura Spec if for 100% .tian for ic Gravities = \\[\\.
2. 75

2. 70 l....-:; k ~ 1\\\\ ~~
~,..... v ~ ~ \\ ~ ~ 12'-t-J ~ 2.65 2.60. AZ v )r--.. ~ ~ ~K l~ff I p ~ l\\ \\r\\ l7) ~ 1/ ,~, 1\\ 1\\\\ /v ~I\\ \\I\\ 'fit "' . \\\\ I\\ \\ IY \\ \\r\\\\ \\f\\ \\ \\I\\ \\ I r\\ 1\\ 1\\\\ \\ I \\\\ ~ ' 1\\1 \\] 1 5 10 15 20 M:Jisture Cbntent (Percent) Max. Dry Soil Densit~* Opt. M:Jisture * ~ neSgiE!;ior1 {uoc) ~ Content(%) B Sandy Clayey Silt 120.5 12.0 B Sandv Silt 115.3 10.9 B Sandy Silty Clay (CL-Qf) 118.4 10.4 B. Sandy Silt. 118.9 11.3 B Sandy Silty Clay (CL) 124.5 11.3 B Sandy Silty Clay(Clr-01) 117.5 13.0 B Sandy Clayey Silt (ML} ~ 118.1 12.0 B Sandy Clayey Silt (ML) 119.3 13.2 B Sandy Clayey Silt(ML) 120.5 12.7 130 125 ~ 120 u
.-l 8 a
~ 115 ~ b'
r-1
~ 110 ~ 105 100 ,---~ \\\\ ' \\\\ _'\\[\\ \\!\\ \\ / r-....: I IQJ I-- /v / ........-~-"' v / 5 10 .\\1\\ i\\\\' \\I~ Curves \\\\\\ 1\\.\\ Satura 1\\~ \\~ Specif \\~ \\ \\\\ for 100% tian for c Gravities =
2. 75

2. 70
\\ \\ ~~ 1- \\ ~ !\\ 2.65 2.60 QJ \\~~ / / I I i\\ \\~ \\I\\ [\\\\ 1\\ '\\i~ \\I\\ [\\\\ ~[\\ \\I\\ ' \\i\\ \\I\\ [\\\\ ["\\_ \\ ~ J' la \\ 1'--- I\\ f'..,_ M I'*, 15 20 ~ USC - Unified Soil Classification per ASIN D 2487 ~.axixrum Dry Density and Opt..iJrum 1-bisture Content per ASIM D 1557 G) - *Indicates CUrve I. D. Nurrber Listed on Tables M:Jisture Content (Percent) CUrve Soil I.D. ~ Layer Descriotion (USC) 10 4-09-76 c Silty Fine Sand 11 4-22-76 c Silty Fine Sand 12 2-04-77 C. Clayey Silty Sand(SP) 13 5-21-76 D Silty Clay Max. Dry Densi::1* Opt. M:Jisture* ~ Content(%) 104.0 14.3 119.2 11.0 108.5 13.0 126.6 10.0 SOUTH TEXAS PROJECT UNITS 1 & 2 UNIT 1 LABORATORYPROCTORCURVESFOR SUBGRADE PREPARATION OF SOIL LAYERS B, C AND D Figure 2.5.4-57 Revision 0
130 125
~
~ 120 u
ri a
~ 115 ~
ri Ul
~ 110 g lOS 100 CUrve I- ~,f\\ ~' I-f\\\\\\~ L- \\1\\ \\ \\I\\ ~ [\\ [\\ L- \\f\\ f\\' Curve v r-- I'\\ 1\\' \\l\\ Satur l- ~v ~~~I\\ \\ Speci 1/ I/ 2 '\\J\\ ~ s for 100% atian for fie Gravities = II \\~1\\'\\ l..- ~\\r\\~ I ICC~ l\\~~
2. 75

2. 70 2.65 2.60 I
II ~ 1\\'p(l\\ / \\ 1\\ [\\ / \\i\\1\\' f\\ "\\T\\ r\\ f'-' \\t\\ ~ \\~ ~ ~~ 1\\\\ ~ vf-- 3......, \\ ... v \\ t\\ ~ I ~ ~ 0 5 10 15 20 M:::>isture Content (Percent) Max. Dry Soil Opt. M:::>isture I.D. Date Layer Description (USC) Densi;r
(Ibs@)
Content(%) 1 8....()2..... 76 B Sandy Clayey Silt (ML) 119.6 10.5 2 8-18-76 B Sandy Clayey Silt (ML) 122.2 10.5 3 9-01-76 B Sandy Silt (ML) 108.0 14.B 4 1-18-78 B Sandy Silt(ML) 123.8 10.2 130 125 ~ 120 u
ri a
~ ~ 115 g ~
ri
~ 110 ~ 105 100-0 Curve I.D. Date 5 3-14-77 6 5-2Q-76 7 6-10-76 8 6-16-76 9 7-27-76 10 7-27-76 Soil Layer c D D D D D \\\\ 1\\, \\ ' \\~ \\r\\ \\ \\I\\ 1\\ \\I'\\ \\\\ ' [\\\\.'11\\ \\\\ \\ \\I\\ CtuvE SatUJ Spec: s for 100% atian for fie Gravities =- 2.75
2. 70
\\ \\ ~~ \\ 1\\ 2.65 2.60 \\J([\\ \\ \\i\\ /..--'"\\ \\ \\\\ ~ ~ - ~ \\I\\ 1/. ~ &-: \\ v ~ - 1\\.\\ ~r\\ OOl'ES I 1/1 /-- ~~ \\ USC - Unified Soil Classification per AS1M D 2487 ltz: /I/ (9 f§) ~D / -r- --~--.... ,.....v r-..... / 10 15 ?bisture Content (Percent) Max. Dry Description (USC) Dens*g* (lbsh) Silty Sand (SP) 104.8 Sandy Silty Clay(CL) 112.6 Silty Clay (CH) 114.9 Silty Clay(CH) 115.8 Clay(Cli) 111.9 Clay(CH) 113.6 \\1\\\\i ~I\\ \\\\ _\\ 5' 20
- Ma.xiirum Dcy Density and Optimum M:)isture Content per ASIM D 1557
<D - Indicates Curve I.D. Number Listed an Tables Opt. fuisture Content(%) 14.5 16.5 15.1 14.8 17.2 17.2 SOUTH TEXAS PROJECT UNITS 1 & 2 UNIT2 LABORATORYPROCTORCURVESFOR SUBGRADE PREPARATION OF SOIL LAYERS 8, C AND D Figure 2.5.4-58 Revision 0
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GRAIN SIZE CURVES US STANDARD SIEVE OPENINGS IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 3 2 I ~z I 3/4 112 31a 114 4 6 e 10 14 16 20 30 40 ~ 70 100 140 200 0 100 ........ t--....... -.{ II \\ I r-.. ~ 1/ll"l \\ I 90 10 I<V r,t-, \\ SPECIFICATION LIUIT I 80 r\\r; f'A \\ 20 I-1\\ I'< Vj) ~ I-I Kh f/-, _
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§§ a c~---" (.J Iii~ a:::: a r---~ i~ t-SOUTH TEXAS PROJECT (.J ~ a: ~a:: w UNITS 1 & 2 a:: Iii 5I STATISTICALLY ESTIMATED PROBABILITY ~ 0 CURVES OF IN-PLACE Y. - NO!lJ¥1..:1 Ul~NJO UJ'll9l:lt:lO~d STRUCTURAL BACKFILL DENSITY UNIT2 Figure 2.5.4-62 Revision 0
STPEGS UFSAR Figure 2.5.4-63 is not used. Revision 0
~ -N-1 NOTES 1.* SAND DRAINS (12 IN. DIA) WERE INSTALLED ON APPROXIMATE 10 FT. CENTERS 'BETWEEN THE PERIMETER DEWATERING I SYSTEM WELLS.
2. PORE PRESSURE CELLS OUT OF SERVICE 2058 214C 205E 2178 210E 227E 210G 228C 211 C 234H 211E 2378 2138 240E DISCHARGE HEADER PIPE EL (+)27' DISCHARGE HEADER PIPE B-LAYER D-L.AYER E-LAYER.'.
F1-LAYER G-LAYER DOES NOT UNDERLIE UNIT z'-AREAI F2-LAYE R H*-LAYE R.* J-LAYER SCHEMATIC DEWATERING SYSTEM DETAILS (N.. T. S) LEGEND 0 TRC WELLS WITH SCREEN IN LAYER "E" 0 TRC WELLS WITH PIEZOMETERS OUTSIDE THE SCREENS TRC WELLS WITH ADDITIONAL SCREENS IN LAYERS "G'TH" e PIEZOMETER FOR INSTALLATION OF PORE PRESSURE CELL 0 PIEZOMETER, OPEN STAND PIPE -o-o-DISCHARGE HEADER PIPELINE B-PORE PRESSURE CELL WAS SOUTH TEXAS PROJECT UNITS 1 & 2 INSTALLED IN BACKFILL C,E,G,H-LAYER IN WHICH STAND-PIPE PIEZOMETER WAS INSTALLED 81-STAI-JOPIPE PIEZOMETER WAS INSTALLED IN BACKFILL DEWATERING SYSTEM LAYOUT Figure 2.5.4-64 Revision 0
~.! a: w ~ _J ~.-~~~~--~~--~~~~~--~~--~ _J 30 75 1976 1977 1978 1979 8C 6 i<~ 20 ~~ "!' A2 IO~r~~~H+H4++H+~~H+~4+H+~~K+~~H4~ ~ N~ ~ 0 ~ B t-=-10 \\4..~ ~ ~ c
> -20 (J) 1-
~ z D w~ o il 0 0 ~-60 g F, Q_ ~:: TI ~ -90 . ~~ _j Ll1 ~ t-= 30~ LL.. -10 I :> ~rzo w-30 () 0::-40 1- ~-50 0 [j -60 ~-70 -80 -90 PIEZOMETRIC READINGS IN C-LAYER 1976 1977 1978 1979 PIEZOMETRIC READINGS IN H-LAYER cr w <i ..J ~7-5~--,~9~7~6--~~1~9~7~7~~~1~9~7~8--~--1~9~7~9--~8~0 g 30 u ~ 20 ~ Az ~ 104~~H4~H+~~H++H++H+~~H++H4+~+H~H4~ ~ ~ ~ 0 . 8 t-= d ~ -10 i: c ~-20 ~ ~ (J) D w-30 ~ ~ ~-40 ~ *M!: ~-50 ~.).:.::. ~-60 ~ F* Q_ -70 ~ :*(f.'. ~:: I II ::~~*:: PIEZOMETRIC READINGS IN E-LAYER NOTES I. PERIMETER DEWATERING SYSTEM WAS STARTED ON 1115/75 AND ENDED ON I I cr w ~ ..J ~~--~~~--------~---=~~--~~--~..J 30 75 1976 1977 1978 r979 ac o Ill~ 204+H+HH~~~~~~~~~~~~+h~+H+rHT~~~ 'f Az ~ 104+H+HH~H+~~~~~~~~~~~~+H+rH+~~ ~ ~ ~ 0 8 d~ t -10 \\4. c 1 w~ ~-20 ~ D ~ z ~:: ~ ~~~ ~-50 5~ 0 0 /:j-60 ~ F; o: -70 I:,...... I~ PIEZOMETRIC READINGS. IN G-LAYE R 2.UNIT NO. I l..OCAl DEWATERING SYSTEM WAS STARTED ON 3/6/76 AND ENDED ON 11/4/76 3.UNIT NO.2 LOCAL DEWATERING SYSTEM WAS STARTED ON 1!18177 AND ENDED ON 2/8 I 78
4. REFER TO FIGURE 2.5.4-6 4 FOR LDCATIONS OF PIEZOMETERS.
5 REFER TO SUBSECTION 2.5.4.3 FOR DETAILED DESCRIPTION OF SOIL LAYERS UNIT NO. I PIEZOMETER NORTHISOUTHIEASTIWEST C-LAYER I 213C I ~~~ 1- ~g,~c-T H,~ E-LAYER I 213E I 218£ 11~f.T1l~-r LEGEND -- PIEZOMETER NORTH OF UNIT I EXCAVATION ........ PIEZOMETER SOUTH OF UNIT I EXCAVATION

PIEZOMETER EAST OF UNIT I EXCAVATION

_,....,_.... PIEZOMETER WEST OF UNIT I EXCAVATION G-LAYER I I I ~~? g 1219G H-LAYER 210H 219H SOUTH TEXAS PROJECT UNITS 1 & 2 PIEZOMETRIC LEVEL VS. TIME UNIT 1 Figure 2.5.4-65 Revision 0
cr cr a: w w w ~ ~ <( _I _I _l _l _I 1980 19 I. 1982 1983 ...1 198 1981 1982 19 3 IC 9 I I< 19 i5 .30 Til 30 IIIII 2 30 ~ 20 0.1 3J 20 1---' Ill 20 1 : A2 A2 A2 _j 10 _j I 0 ..J 10 (f) (f) f-- u5 1-- ~ d 0 d b ~ 0 8 ~ 0 8 ~ 0 Li: i;: 1-- r-: ~ 1-- t-10 1-- u.. -1 o u..-10 w c I w c I c I w r:; -20 UJ ~ ~-20 w 1-- ~-20 (/) 1-- (/) w D \\() D z D z 0 w 0 z -30
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~*:':
~ ~ -go ..1...--.1. F2 -go Ft -90 Fl PIEZOMETRIC READINGS IN C-LAYER eJ PIEZOMETRIC READINGS IN E:-LAYER PIEZOMETRIC READINGS IN G-LAYER ~ _) ...1 30 98 I I IC ~2 I i5 NOTES liT! (/) ~ I. PER I METER DEWATERING SYSTEM WAS STARTED ON II I 5175 20 !I ** AND ENDED ON I I A2 2.UNIT NO. I LOCAL DEWATERING SYSTEM WAS STARTED ON 3/6/76 _j 10 AND ENDED ON 11/4176. u5 1-3.UNIT N 0 2 LOCAL DEWATERING SYSTEM WAS STARTED ON 1/18/77 ~ 0 8 AND END ON 218/78, 0 4 REFER TO FIGURE 2.5.4-64 FOR LOCATIONS OF PIEZOMETERS. LEGEND t -10 ~ 1--c 5 REFER TO SUBSECTION 2. 5.4.3 FOR DETAILED DESCRIPTION ___...._._ PIEZOMETER NORTH OF UNIT I EXCAVATION I w 1-- OF SOl L LAYERS. _._._ PIEZOMETER SOUTH OF UNIT I EXCAVATION ~ -20 w (f) D --PIEZOMETER EAST OF UNIT I EXCAVATION z w -30 0 ~* ___.,.._ PIEZOMETER WEST 0 F UNIT I EXCAVATION 0 s :l:: UNIT NO. I PIEZOMETER a: -40
J 1-z j:
NORTH SOUTH EAST WEST ~-50 z 2 a: C-LAYER 21.3 c z*e e ~g~ ~ ~zo c 0 ~ 223 c I C SOUTH TEXAS PROJECT 0 (.) ~ -60 ~ E-LAYER 213 E 218 E ~00 [ 210 E 0: 203 0 F, 2 G-LAYER ~~? ~ 219 G UNITS 1 &2 Cl.. -70 ll.. I~ H-LAYER 210 H 219 H -80 TJ ~ PIEZOMETRIC LEVEL VS. TIME -90 Fz .. cy.: UNIT1 ,PIEZOMETRIC READINGS IN H LAYER ~ Figure 2.5.4-65A Revision 0
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111111111111111' 1111111111111111 1 1 1 1 I I I I I I I I I I I I II I l.i

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1t U IOU II.. 1111 Hit IHI 1111 IIJI l UI Jtlt ttU U lt 0111 ti lt F.. F*,,_ ~ **'(*":~***.. 4**,;,*** F-1*... II.. PIEZOMETRIC READINGS INC-LAYER l-l I I I I I I I I I I I I I I I I I JJ:W~~-:Ll~--p*-~*-*- *-~-*-*- lJllillllUHfff 6 1!,1~.. *1
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)Ill 1111 '*** '" **** I c......., **t. .. *-* *.. ::*. '**'. f*'. *-* *.. ::*..*... j**' *** PIEZOMETRIC READINGS IN G -LAYER NOTES:
1.
See Figure 2.5.4-65A for other notes regarding this figure.
2. Piezometer 21 OH was converted to a Pore Pressure Cell (PPC) in 1976 and first read as such on 10/1/76. Piezometers 211 G.
213C, 213E, 219G and 219H were converted to PPC in 1977 and first read as such on 9/23/77. _.:r_*.~.[1
'.'H"
)(110~ II
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-t1_11,1'10H1 !a ~ T I !-+ ~~f+H-H-H+++,_, ~ *-*- * -*-*-*- *-~- 11 ~ 11 1_:4nt 1 i~~'""*~~-:,,--. **-* '-',._,,, I.- PIEZOMETRIC READINGS IN E-LAYER ~ f'i* ~! ffi-t-t-H-HT-rm-t-t-1-J-tt-t-lillrtti-1::*....... :*.*..... ~'"'
. "" F* "" -
... :.. :..........,.*,.:: *~ '"<:~*****.. :~*..... i***. *-* *.. ;*;*..*.*.* -,.*., PIEZOMETRIC READINGS IN H -LAYER 1SOUTH TEXAS PROJECT UNITS 1 & 2 PIEZOMETRIC LEVEL vs: TIME UNIT 1 Figure 2.5.4-658 Revision n*
I I I I II I I I I I I I I 5 0 J AMJJ MJJASONO 0 ~~----._----~*9~8~9~--~-- (qq( LEGENDt SYMBOL NOTES* ~ ~ +---- INSTRUMENT 218E-1111 220E*01 221E-01 1HE r .JS I. SEE FIGURE 2.5.4-65 F~ NOTES REGARDING THIS FIGURE. 30 30 25 I I I I I I I I I I I I I I I I II N I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 25 1\\ 15 10 r\\ 15 p 1"11 < D -f 10 ~ 5 ""111111111111111111111111111111111111111111111 5 0 0 PIEZOMETRIC READINGS ON THE C LAYER LEGEND* SYMBOL INSTRUMENT ~ 221C-0l 201C*0l -f---+ 220C*01 )f-------i( 203C -01 ~ 218C-01 SOUTH TEXAS PROJECT UNITS 1 8c 2 P lEZOMETR IC LEVEL VS. TIME UNIT 1 FIGURE 2.5.4 -65C REVISION 3 L0475,031 UJ475.CtT
L 25 25
ltl[t~ltl~ 1111111111111111111111111 ::*
5 _1111111111111 J 11111111111111111111111111111111111 5 0 J F 0 LEGEND: SYMBOL NOTES: <3------E) ~---A +----- -+ PIEZOMETRIC READINGS ON THE E LAYER INSTRUMENT 218e-01 220E-01 221E-01 1.220E, 201C,220C Wf>S PLUGGED WITH FOREIGN MATERIAL IN 1992 AND 1993. 30 30 25 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 25 20 15 10 5 0 ~
~ ~
~~ ;~ ~~~ (' I ~ ,, ~ LEGEND : SYMBOL <3------E> b- ---A +----- -+ lf--- -X o---<> PIEZOMETRIC READINGS ON THE C LAYER INSTRUMENT 221C-01 201C-01 220C-01 203C-01 218C-01 20 15 10 5 SOUTH TEXAS PROJECT UNIT 1&2 PIEZOMETR IC LEVEL VS. TIME UN ! T 1 FI GURE 2.54 -6 50 REVI S ION 4 L04 75.042 L04 75.C 1 T I _j
a: a: a: w w w ~ ~ ~ ..J ..J ..J ..J ..J ..J 30 75 1976 1977 ,
I 7f3
.1979,, BC ~ 30 75 1976 1977 1978 1979 80 ~ 30 75 1976 1977 1978 1979 !§_0 ~ 20 lx;- 20 'lJ~ 20 ll~ Az Az Az _j 10 _j 10 ~.J 10 1-- .liS ~ vi ~ 0 c)t3 0 c) 8 ~ 0 . 8 l!) t -10 ~ ~
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~ F N-60 a:
w w w oF 0::::-70 F 0:: -70 0::-70 -80 -80 II -80 I -90 -90 II -90 l I D t:::.: PIEZOMETRIC READINGS IN C-LAYER PIEZOMETRIC READINGS IN E-LAYER PIEZOMETRIC READINGS' IN H-LAYER 2 UNIT NO. 2 PIEZOMETER NOTES LEGEND NORTH SOUTH EAST WEST I. PERIMETER DEWATERING SYSTEM WAS STARTED ON 11/15/75 ........-.PIEZOMETER NORTH.OF UNIT 2 EXCAVATIO.N ffi C-LAYER ; 241C g~c 244C AND ENDED ON I I ................. PIEZOMETER SOUTH OF UNIT 2 EXCAVATION 236C
2. UNIT NO. I LOCAL DEWATERING SYSTEM WAS STARTED ON 3/6/76
--PIEZOMETER EAST OF UNIT 2 EXCAVATION f-221E ~ E-LAYER 236E 241E 222E 244E AND ENDED ON 11/4/76 --PIEZOMETER WEST OF UNIT 2 EXCAVATION H-LAYER 233H 242H
3. UNIT NO. 2 LOCAL DEWATERING SYSTEM WAS STARTED ON 1/18177 AND ENDED ON 2/8/78

4. REFER TO FIGURES 2.5.4-64 FOR LOCATIONS OF PIEZOMETR ICS,

5. G-LAYER WAS NOT ENCOUNTERED BELOW UNIT NO. 2

6. REFER TO SUBSECTION 2.5.4.3 FOR DETAILED DESCRIPTION OF SOIL LAYERS SOUTH TEXAS PROJECT UNITS 1 & 2 PIEZOMETRIC LEVEL VS. TIME UNIT2 Figure 2.5.4-66 Revision 0
\\ I \\ -~~--~-
a: a: a:- w w w ~ -<( ..J _) _) ..J _) _) 30 I I I I 82 19 6
~
19 0 1981 19 ( 0 30 19 1981 1982 19 0 ~ ~J I ~ I ~ 20 ~ A! 20 .A1. A21 20 _j 1>2. _j A2 cri 10 . 10 cr) 10 ~* r-- _J 0 8 u) 0 B ~ 0 8 ~ c) ':i c) c) T I lR ~- ro c::: lf- -IO u:: ._:-I 0 c:::
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f-z z f-z ~-50 ~ f- ~-50 t= 2 ~-50 z I z z 0 0 0 0 0 N -60 2-60 0 N-60 (.) LU F w a: F w a: F a.. -70 _) 0:-70 0 0::-10 0 LL. .!i i I lL lL -80 li -80 I -80 '.II 1111 J II. -go -go -go tE PIEZOMETRIC READINGS IN C-LAYER PIEZOMETRIC READINGS IN E-LAYER PI.EZOMETRIC READINGS IN H-LAYER NOTES !.PERIMETER DEWATERING SYSTEM WAS STARTEDON 11/5/75 AND ENDED ON I I 2.UNIT NO.I LOCAL DEWATERING SYSTEM WAS STARTED ON 3/6./76 AND ENDED ON 11/4 I 76 3.UNIT NO 2 LOCAL DEWATERING SYSTEM WAS STARTED ON 1118177 AND ENO ON 2 18178.
4. REFER TO FIGURE 2.5.4-64 FOR LOCATIONS OF PIEZOMETERS.
LEGEND
5. REFER TO SUBSECTION 2. 5.4.3 FOR DETAILED OESCRI PTION

PIEZOMETER NORTH OF UNIT 2 EXCAVATION 0 F S 0 I L L A Y E RS.

--- PIEZOMETER SOUTH OF UNIT 2 EXCAVATION
c. G-LAYER WAS NOT ENCOUNTERED BELOW UNIT NO. 2
-- PIEZOMETER EAST OF UNIT 2 EXCAVATION --- PIEZOMETER WEST 0 F UNIT 2 EXCAVATION UNIT NO 2 PIEZOMETER NORTH SOUTH EAST WEST a: C-LAYER 236 c 241C 2 20 c 244C SOUTH TEXAS PROJECT UJ 2 2 I C 1-UJ E-LAYER 2 36 E 241 E ~ 2 I E 244 E ~ 22 E 0 H-LAYER 233 H 242 H UNITS 1 &2 N ~ PIEZOMETRIC LEVEL VS. TIME UNIT2 Figure 2.5.4-66A Revision 0 -~-------~~-~----
'.\\'f."

*.~*tIt
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, ".... :~*0~ "" ""
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'-\\r'.. "'

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u*
1111 uu F* F-ul'o!!.:.... :.:.;.*......,... '. 1*- F-- PIEZOMETRIC READINGS IN H-LAYER NOTES:
1.
See Figure *2.5.4-66A for notes regarding this figure.
2.
Piezometers 233H and 242H were converted to Pore Pressure Cells (PPC) in 1977 and first read as such on 9/23/77. "'.~:!.,
'lU Dt
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Moo I~ j!~IIIIIIIH+++-1-111111111111111111 IIH lUI Mil 11... a..,.,. I c.,.,.,., **'-
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0 0 **. 0,.* o 0 0-0 0.. ;;0 0.*,o. Jo*o 0 *-* *.. ;: * ,.* *. 0-0,.;;-* PIEZOMETRIC READINGS IN E-LAYER SOUTH TEXAS PROJECT UNITS 1 & 2 PIEZOMETRIC LEVEL VS~ TIME UNIT 2
Figure 2.5.4-668 Revision o\\
25 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 25 I~: ~ 1111111111111111111111111111111111111111111111111: 0 ~J~~~~~~~~~~~~~~~~~~~~~~~~~~~~ PIEZOMETRIC READINGS ON THE C LAYER LEGEND* SYMBOL INSTRI..J.!ENT G----t> 221C-01 Cr..-----1::. 241C-01 +----+ 244C-01 ~ 243C-01 IUSED TO REPLACE 244C-01 WHICH IS DAMAGED! NOTES* 1, SEE FIGURE 2.5,4-66 FOR NOTES REGARDING THIS FIGURE. 25 I I I I I I I I I I I I I I I I I I I I I I I I 25 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 r-J> --l 10 ~ 15~ ~ ~ 5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I II I I I I 5 0 ~J~~~~~~~~~~~~~~~~~~~~~~~~~~~~ P IEZOMETR (C READINGS ON THE E LAYER LEGEND* SYMBOL INSTRUMENT G---> 221E -01 ~ 222E-01 +---+ 241E-01 SOUTH TEXAS PROJECT UNITS 1 8c 2 PlEZOMETRlC LEVEL VS. TlME UNIT 2 FlGURE 2.5.4-66C REVlSlON 3 UI47S.031 \\..&4.7G.ClT
L z 0 1- ~ ~ 25 I I I I I I I I I I I I I I I 25 20 20 15 +4~~~~~~~+4~~+4~~~~~4-~+4~~~~+44-~+ ' i 15 10 ~~+4~~+4~~~~~~~+4~~+4~~~~+- I I I I I I I I 10 5lllllllllllllr ' llllillllllllllllllllllllll+tt+ 5 0 jJIFIMIAIMIJIJ!AisloiNI~IA!M!JI~JAisloi~Jif\\l,lc-1.,l. l,.I *IJ(AfsloiNlDIJiriMIAIMIJIJIAislo!Nioj 0 ~ ___L__ J94 1995 PIEZOMETRIC READINGS ON THE C LAYER LEGEND: SYMBOL INSTRUMENT NOTES: G---0 ~---&:. -+--- -+ lf-- -x 221C-01 241C-01 244C-01 (SEE ~ ! 243C-01 <USED
2)
REPLACE 244C-01l
1. SEE FIGURE 2.5.4-66 FOR NOTES REGARDING THIS FIGURE.

2. INST.'S 244C-01 AND 241E-01 WERE PLUGGED WITH FOREIGN
-f>1 MATERIAL IN 1992 AND 1993. fT1 r fT1 < ~ 0 z z 0 I- ~ ~ 25 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 25 20 1111llllllllll Jbi=FHJ II II 11111111111111111111111 20 ,siHtftttttHttn IIII~Willllllllllllllllllllllll" -~~ ['. 10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 5 I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I 5 0 J F 0 PIEZOMETRIC READINGS ON THE E LAYER LEGEND: SYMBOL INSTRUMENT G---G A--- -8 -+- -- -+ 221E-01 222E-01 241E-01 (SEE NOTE 2> fT1 r fT1 < ~ 0 z SOUTH TEXAS PROJECT UNITS 18r 2 PIEZOMETRIC LEVEL VS. TIME UNIT 2 FIGURE 2.5.4-660 REVISION 4 e L04 76.04 2 I _j
SEPT OCT 1973 NOV DEC JAN FEB MAR APR 1974 MAY JUNE JULY AUG 27 S IS 25 5 15 25 S 15 25 5 15 25 5 IS 2S S IS 2S 5 15 25 5 IS 25 5 IS 25 5 IS 25 5 IS 25 5 IS 25 I i I I I I I I I i l I 26>-1-t-- ' I ~£ i 4~~ i I I LA. 1 1
~~~~
4f-ei~
~~ I I k1v
~~~r -*:::!~~~... 1 I I L,l'--1/1 \\ I 1.~ ~ ~.t---- Iff
-_::~~/ *-..... ;.)r-
~~~'-' I I
2 5
~I *'
1\\
';// t-.
f'.....
L.-- r.,b.
j
_J 1.~
*~
1-.~v, !--*.. *'t-....J,-*1-, ~ - -~*t-{...1
.,~,Joe,._u.\\
I l' ~ .*tr 1 '-- ** f.--~-* j '*t'~ a'-l u.u~~~ lf) 2 4 y y
~- ':. !-'-
J [\\
~
I I -* r--... i ~ i>. _.,..,.~ . ( '\\ 23 1 ~ I~/ ~~,L" LAYER A-[-- liS K IS) I ~ j\\ ~ /, II 5 J (14) ~ 1~rr. I// [..... 1158 (-13) l ~22 ~J"' !~ / LAYER C - 1008 (-13) - r-. / I I I I I -*- 115 L f23) -' 21 w>ZO I I 1 1 1 1 1 1 '1 1 1 1 1 l 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 '1 1 1 1 1 1 1 1 PUMP TEST NO. 3--. f.LONG TERM PUMP TEST ~, 9 No. 2 \\ ~ 11
r *r -,
1 -~ *r 1 1 i ',, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I, I I I I ~~ ~~H u ,'--~ I \\.. t"'. l.'l. *- *- )- -y:.... ~ r-~ a:_ 18 I /,...,...v. **t";-:~ ' I ~\\I I [I 1 I I /t----.t.--*J. W l7 ~~I-~~~.....:~.. -*--. v* .... ~ '1-. ~ I ~ 1- '- 1-V/N~ .~-~~ ':.-r- ~. j~~*- l'*r!.~;::~t~ ~ *--~~~ *=~'-t:.~-~~ ~ *p*~~ t.!f*~~~~~ **....... ~;:: -~ -~t-~-t.... ~~ **~~ '--- t- +- +-+- I 0 II -~-:, !*~r.-;--l/ r-.~.:.~k*--*-*-1--*+*1-*--*r.... 1;..... "" M ~~-..,....._- N 16 -~ \\' ~
~t-I 1
I "1"-r.... * .* rr.~ w r-: f..--'~---'" -~ ~i 1 ..... *- -..... ~....... -~... r-...1-. ~* 15 tll 1 r~ o._ \\l ~f ~--- 105A (-53) lL 14 ~~ II/= LAYER G =
6bAA t~~) I I I I I I I I I I I I I I I I ! I I I I I 0
\\~ JIIE -. 12 4 (-SS) I II I II I I 13 '\\~ LAyER H - Ill A f. 9 5) : I I I I I I I I I I I I I I 6,2 ~ Ji" I I I I I I I I I I I I I I I r- \\~"' /J NOTES: I I I I I I I I 11 I I I I I ~ II ',~11... ~ill~ 1.(-53) ELEVATION OF PIEZOMETER TIP (MSL) I I I I I w 2.A DISCUSSION 0 F THE PUMP TESTS JS. I _j 10 PROVIDED IN SECTION 2.* 4.13 I I I I I I I I W ~1/:
3. NATURAL GROUND SURF 1ACE WAS AT ELEVATION 9
. +27 FT. M.S.L. I I I I I I I I I I I I I I 'I I I I I II I I I 8 1 1 1 I I I I I I I I I I I I I I I I I T T 1 I I I I I I I I I I I ! SOUTH TEXAS PROJECT UNITS 1 & 2 HISTORIC PIEZOMETRIC LEVELS IN SHALLOW AQUIFER ZONE Figure 2.5.4-67 Revision 0
\\. SEPT OCT 1974 NOV MAR JUNE JULY AUG 27 5 15 25 5 15 25 5 IS 25 5 5 IS 25 IS 25 5 IS 25 5 IS 25 I I I I i I I I I I I I I I I I I I 26~4-~44~+4~~~+4~~~~~~~~+4~~~~+4~+4~+4~~~~~-r~- ,..._
c I I I i
-~r-n 318:+/-+/- .~.~*k"{~~ --r--H-~':tfff~* 14 1 1 1 I I I I I I I I I I I I I I I I I I I I ! I I LL I I I I I {--- I 05A(-53) O
121.A(-s I) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I z
13 LAYER E __ IOOA(-SS) 1 0 -*- 124 (-53) I I I i I f-12 LAYER H --IIIA(-95) IIIII . --1
g; II NOTE:
I SOUTH TEXAS PROJECT W . 1.(-53) ELEVATION OF PIEZOMETER Tl P (M.S.L.) UNITS 1 & 2 _j 10 I I I w I 9 i I I I I I I I I I I I I.L J J l 1 1 J 1.1 I I I I I I I I I I I I I I.l I I I I I I I I I I I I I _1 l _1 J H I sH HISTORIC PIEZOMETRIC LEVELS IN SHALLOW AQUIFER ZONE Figure 2.5.4-68 Revision 0
SEPT OCT 1975 NOV DEC JAN FEB MAR APR 197 G MAY JUNE JULY 27 5 15 25 5 t':- 25 5 IS 25 S 15 25 S 15 25 5 15 2S ~5 tS 25 S IS 25 _ 5 15 25 5 15 2~ 5 15 25 5 26' Tl~~ ~ 111 1 r+fE~~,_ ._ --~>+. LDlliJJilillTIIIIJ(([J I 11111111 'Jzs<--+ SEE NOTE l1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4 {--115K (15) (./)24 LAYER A ---115J ( 14) I ~ {*******1158 (-13) i 23 LAYER C -1008(-13) J 1-- I I I I l -*- I I 5 L (- 23) t22ee~r...~ .,111!11111 ~ r--.~~~ t"'~ _j 21 '"h'\\ ~20 ~t\\ w ~'\\ _j 19 1\\-~~ [\\ u \\ '~r\\ (( 18 l 1\\ ~ 17 ~\\ r.t-_1\\ ~ ~ ~\\ 0 IGf-~f'. *..,... 1\\ N -

t *
~
_.... ~,,..
\\ w 1- ~~~* ** t:'~"-
15 f'.
~*Ht~ * \\ Q..
-~ '"
LL 14 ~\\,..., r-M l I I I I I I I I I I I I I I 0 '~'~' \\ -1 I I I I I I f--+ -!-+--+-- NOTES:
1. (-53) INDICATES ELEVATION OF PIEZOMETER TIP (M.S.L.).

2. TIME @ INSTALLATION OF DEWATERING SYSTEM COMMENCED 9-22-75 (TEST WELLS 2 AND 3 IN "E" AND "C" LAYERS RESPECTIVELY, SEE PSAR FIGURE 2.5.1-36 WERE USED FOR MAKEUP FOR DEWATERING WELL INSTALLATION).

3. TIME @ EXCAVATION COMMENCED 11-8-75.

4. TIME @ PARTIAL PERIMETER DEWATERING SYSTEM (SOUTH AND EAST PORTIONS) PUMPING COMMENCED 11-15-75.

5. REFER TO FIGURES 2.5.4-65 THROUGH 2.5.4-66A FOR PLANT AREA PIEZOMET~1C TIME HISTORIES AFTER DEWATERING SYSTEM PUMPING COMMENCED.
II z I\\,:-, \\
***** I 2 I A (-SI )I' I I I I I I I I I I I 13 I~
I I I I I {---IOSA(-53) 2 l2 I\\: l-u' LAYER E* -IOOA(-55) I I I I I I I I I I I I I I I* 1-. 1\\. -*-124 (-55) ~ II I~ LAY~~ ~.~7"; I,II,A, (-:-9.5) w 11 ~ I _J 10 I~ i I I I I I I I I I I I I I I I I I I I I I I I I I I I I w I +-t--+-1 I I I l I I I I I I I I I I I I I I I I I I I I I I I I SOUTH TEXAS PROJECT UNITS 1 & 2
. \\ 'I II I I I I I I i I ! I Ill I ! I *II \\I II I I I I I I I HISTORIC PIEZOMETRIC LEVELS IN SHALLOW AQUIFER ZONE Figure 2.5.4-69 Revision 0
SITE BOUNDARY t SITE PIEZOMETRIC LEVELS ARE INTERPRETED FROM DATA IN REF.- 2,4.13-2 BOUNOAF:Y ~oiPLA/Sd t 0 C}1 0 I PfEZOMETRIC LEVELS ARE INTERPRETED FROM DATA IN REF. 2.4.13-2 (3) PLANT SITE SITE BOUNDARY t 0 I 0 PIEZOMETRIC LEVELS ARE INTERPRETED FROM DATA IN REF. 2.4.13-2 SITE BOUNDARY, ,.~'J PIEZ 606 PIEZ 605 ". ~() -35 -35 l ~A' <-) SITE./ /I 1'l.t
vo
ALL READINGS ARE BASED ON DIRECT MEASUREMENTS OF PIEZOMETRIC LEVEL (2)
(4) OF TRE DEEP AQUIFER ZONE AT STP SITf LEGEND PIEZ 606 PIEZ -~~5 -39 1.1 PIEZ 29lPLANT -36 SITE '/ {) ~z s11/~fEz 1>04 ,,:':/J e._:;47 /~6 / q,O ALL READINGS ARE BASED ON DIRECT MEASUREMENTS OF PIEZOMETRIC LEVEL .OF THE DEEP AQUIFER ZON_E AT STP SITE' (5}
1.
1951 PIEZOMETRIC LEVEL {FT) ELEVATION BASED ON MSL CONTOUR INTERVAL 5 FEET
2.
1967 PIEZOMETRIC LEVEL {FT) ELEVATION BASED ON MSL CONTOUR INTERVAL 1 0 FEET
3.
1973 PIEZOMETRIC LEVEL (FT).ELEVATION BASED ON MSL CONTOUR INTERVAL 10 FEET
4.
PIEZOMETRIC LEVEL MAP OF STP SITE AS OF JANUARY 23, 1975. ELEVATION BASED ON MSL CONTOUR INTERVAL 5 FEET
5.
PIEZOMETRIC LEVEL MAP OF STP SITE AS OF JANUARY 28,1977. ELEVATION BASED ON MSL CONTOUR INTERVAL 5 FEET.
CONTROL POINTS - DEEP AQUIFER PIEZOMETERS ADJACENT TO WELL NO. 5 WHICH IS USED TO SUPPLY CONSTRUCTION MAKE UP REQUIREMENTS SOUTH TEXAS PROJECT UNITS 1 & 2 HISTORIC PIEZOMETRIC LEVELS OF DEEP AQUIFER ZONE Figure 2.5.4-70 Revision 0
\\
Ao E BOUNDARY SIT /

*E z s65.

Ez t>06 PI I
-39 ~I ~ PIEZ 29 .b;g . -42'---.. ITE ~~ -40 PLANT S 'PIE.Z Gil z 604* ---- ~g2 -35 JAN 13. 1978 NOTE: ALL READINGS ARE BASED ON DIRECT MEASUREMENT OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFER ZONE AT STP SITE: JAN. e, 1981 SITE BOUNDA~Y ... A ~ ~EZ 606. ~~~t 6051
.47
~ PIEZ 29 /AO -44 -45 NT SITE ~ I t PLA PIEZ 611 ~EZ 604 -~7~50 a-- //1 -4 /_ ~~) PIEZ 60( '!JO -25* / .... ~~) JAN. 25.1979 SITE BOUNDARY ANT SITEt PIEZ 29 -40 MARCH 10.1983 SITE BOUNDARY
~ t
-48 ?IE~41 / PL NT SITE - 5~~ ~EZ612 PIEZ 29 ~/ i} P~EZ 613 e -43 /- 43 * ~ / -53 PIE 604 ( EZ614' PIEZ611e*-39 -57/ -40 ~ y
-40
-*% / PIEZ 61~-f -40 / 4 -35 -30 JAN. 10.1980 _!!.QI._ £..$_;_ l.) PIEZOMETRIC LEVEL MAP ELEVATIONS BASED ON 5 FEET MSL CONTOUR INTERVAL. 2.).PIEZOMJ::TER.tJ: 604 IS LOCATED ADJACENT TO WELL# 5 3.).PIEZOMfTER.tt 6 15 IS LOCATED ADJACENT TO Y..FLL;#: 7. 4.) Wf:LL 1F'5 W.AS INOPERATIVF PFTWEEN DECEMBER, 19?9 ANO JIJLY, 1980. 5.) Plrzo~ETE~S # 612,# 613, ~ 614, AND 't*: 615 WERE INSTALLED IN NOVE'MBER, 1979. 6.) P IE Z 0 METER #: 614 I S L 0 CAT E D 9 5 F [ f T NORTHf AST OF WELL *1f 6. SOUTH TEXAS PROJECT UNITS 1 & 2 HISTORIC PIEZOMETRIC. LEVELS OF DEEP AQUIFER ZONE Figure 2.5.4-?0A Revision C
t -30. JULY 13,1984 NOTE: All READINGS ARE BASEO ON DIRECT MEASUREMENT OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFER ZONE AT STP SITE DEC. 29,1987 SITE BOUNDARY /~.. i MAY 31,1985 SITE BOUNDARY PLANT SITEt PIEZ 29 NOV. 23, 1988 's?J'. ~ SITE BOUNDARY JUNE 27,1986 NOTES: 1.) PIEZOMETRIC LEVEL MAP ELEVATIONS BASED ON 5 FEET MSL CONTOUR INTERVAL. 2.) *PIEZOMETER NO. 604 IS LOCATED ADJACENT TO WELL NO.5. 3.) *PIEZOMETER NO. 615 IS LOCATED ADJACENT TO WELL NO.7. 4.) WELL NO.5 WAS INOPERATIVE BETWEEN DECEMBER, 1979 AND JULY, 1980. 5.) PIEZOMETERS NO. 612, NO. 613, NO. 614, AND NO. 615 WERE INSTALLED IN NOVEMBER, 1979. 6.) PIEZOMETER NO. 614 IS LOCATED 95 FEET NORTHEAST OF WELL NO.6. SOUTH TEXAS PROJECT UNITS 1 AND 2 HISTORIC PIEZOMETRIC LEVELS OF DEEP AQUIFER ZONE Figure 2.5.4 - 70B Revi si_<? !.'_ 0
(-:32) PIEZ &OJ . ;x-r-/. DEC.!989 I NOTE:ALL READINGS ARE BASED ON DIRECT _, ; r' ::;, .t:::S: 1> PIEZOMETRIC LEVEL MAP ELEVATIONS BASED ON 5 FEET MSL CONTOUR INTERVAL. 2>
PIEZOMETER NO. 604 IS LOCATED r~OJACENT TO WELL NO.5.
3>
PIEZOMETER NO. 615 IS LDCA TEO AL, ENT TO WELL NO.7.
4>WELL N0.5 WAS INOPERATIVE BETWEEN DECEMBER, 1 q7q AND JULY, 1 qa0. 5> PIEZOMETERS NO. 612, NO. 613, NO. 614 AND NO. 615 WERE INSTALLED IN NOVEMBER, 1q7q. 6>PIEZOMETER N0.614 IS LOCATED q5 FEET NORTHEAST OF WELL N0.6. SITE BaJNDARY 1 DEC.l990 NOTE:ALL READINGS ARE BASED ON DIRECT MEASUREMENT OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFER ZONE AT STP SITE PLANT SITE PIEZ 19 1 OEC.1q91 NOTE:ALL READINGS ARE BASED ON DIRECT MEASUREMENT OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFER ZONE AT STP SITE SOUTH TEXAS PROUECT ltiiTS 1 6 2 HISTORIC PIEZOMETRIC LEVELS OF DEEP AQUIFER ZONE FIGURE 2.5.4-70C REVISION 3 ~?J
L t DEC. 1992 NOTE:ALL READINGS ARE CASED ON DIRECT MEASUREMENT OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFER ZONE AT STP SITE NOTES: 1> PIEZOMETRIC LEVEL MAP ELEVATIONS BASED ON 5 FEET MSL CONTOUR INTERVAL. 2>* PIEZOMETER N0.604 IS LOCATED ADJACENT TO WELL NO.5. 3>
PIEZOMETER N0.615 IS LOCATED ADJACENT TO WELL NO.7.
4> WELL N0.5 WAS INOPERATIVE BETWEEN DECEMBER, 1979 AND JULY, 1980. 5lPIEZOMETERS NO. 612,N0.613,N0.614 AND NO. 615 WERE INSTALLED IN NOVEMBER, 1979. 6>PIEZOMETER N0.614 IS LOCATED 95 FEET NORTHEAST OF WELL NO. 6. SITE BOUNDARY DEC. 1CJ93 NOTE:ALL READINGS ARE BASED ON DIRECT MEASUREMENT OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFER ZONE AT STP SITE NOTE:ALL READINGS ARE BASED ON DIRECT MEASUREMENT OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFER ZONE AT STP SITE SOUTH TEXAS PROJECT UNITS 1 & 2 HISTORIC PIEZOMETRIC LEVELS OF DEEP AQUIFER ZONE FIGURE 2.5.4-700 REVISION 4 e L0055.042 l _j
LAYER I. D. SSI DESIGN SOIL COLUMN SHEAR WAVE VELOCITY (fps) 0 250 500 750 1000 1250 1500 1750 2000 2250 EL. +Z8_.., I DEPTH BELOW ~ ~~ A EL. Z7 (It! t¥ h h~- T 20 ......... ~qr-20 I B I i r c 40
r_ I 40 i
I ~ r-; lr I D
r~
60 60 I i
16 E
I -~ 0 i. :" 80 t---- 80 I I. I I J. F 100 100 L r-L lo 1..---,. I
L
~. 120 120 H I I 6
I

I I I
---.lil-0 140 I 140 LOWE~- ~ I. BOUNO I I o 0 r---uPPER I I.- BOUND H60 I I I ~~ ~ o I =r*~ J 180j_ r.J r-! I I I lBO ~ 6 I *I 200 I 200
r 0
_.,. __ ~ I . i I " K 220 I 220 I . Jl ~ r---.s., J ,~. 240 4 240 I 6 lo L ~ I 260 260 I I 1: I ~ I I 6 1:. 06 2BO I~ I --8... - 280 M I I
~ " I I i
I i r--~ e N L3oo I I I
I i I
I L I I 300 I I 6 I I LEGEND Shear wove velOCity at Reactor No. l 0 Shear wove veloci ty at Reactor No. 2 0 Shear wove veloc1ty Of Reactor No. 2 meosured SOUTH TEXAS PROJECT 1n uncosed holes Shear wove veloc1ty ysed 1n SSI anoly*es lor UNITS 1 & 2 a.. ro;e SOli properties NOTES : L Shear wove data are from July, 1974 mea'Suremt!nt'! MEASURED SHEAR WAVE VELOCITIES (Reference 12 ) AND VELOCITY VALUES
2. For dei0 1ied descnptl on ot des1qn *o11 cotymn, see Secflo" 6.
USED IN SSI ANALYSES Figure 2.5.4-71 Revision 0
M. "' E z: ~ ~ Q 0 lE oc oc =>... -' X => "' g ~
E :E
z

0 6 0 LAyer SHEAR STRAIN, y, % SOUTH TEXAS PROJECT UNITS 1 & 2 LAYERS A, D AND F G/Gmax VS SHEAR STRAIN Figure 2.5.4-72 Revision 0
~ ~ E z ~ => => ~ c 0
a:
~ => => "' 0 0
a:
=> ~ ~ ><
a:
1.0 0.8 ~-: - I l---i L' I 0.6 +-- 1--l. SHEAR STRAIN, y, I SOUTH TEXAS PROJECT UNITS 1 & 2 LAYER B G/Gmax VS SHEAR STRAIN Figure 2.5.4-73 Revision 0
"' ~ z: ~ ::> _,
g

0::
~ ~ 0
0::

0::

0::
0::
1.0 0.8 0.6 0.4 0.2 L*yer 0 E 0 SHEAR STRAIN, y l SOUTH TEXAS PROJECT UNITS 1 & 2 LAYERS C AND E GIG max VS SHEAR STRAIN Figure 2.5.4-74 Revision 0
i 0
0 0 ~ 0 X 1.0 0.8 0.6 0.4
0. 2 Layer

e.
J 0 L SHEAR STRAIN, y, l 10 SOUTH TEXAS PROJECT UNITS 1 & 2 LAYERS J AND l G/Gmax VS SHEAR STRAIN Figure 2.5.4-75 Revision 0
~ 20 0 a: 15 " j 10 SHEAR STR AIN, y, ~ 10 SOUTH TEXAS PROJECT UNITS 1 & 2 LAYER A DAMPING RATIO VS SHEAR STRAIN Figure 2.5.4-76 Revision 0
10 ~ ' I [tf'" i:P+/-l 10-* SHEAR STRAIN, y, S SOUTH TEXAS PROJECT UNITS 1 & 2 LAYER B DAMPING RATIO VS SHEAR STRAIN Figure 2.5.4-77 Revision 0
SHEAR STRAIN, y, % Layor 0 SOUTH TEXAS PROJECT UNITS 1 & 2 LAYERS C AND E DAMPING RATIO VS SHEAR STRAIN Figure 2.5.4-78 Revision 0
Layer A 0 0 F 0 J 0 L SHEAR STRAIN, y, 1 SOUTH TEXAS PROJECT UNITS 1 & 2 LAYERS D, F, J AND L DAMPING RATIO VS SHEAR STRAIN Figure 2.5.4-79 Revision 0
c: 0...... "'a. Z.=! ~~ M L J"' L ~ z-;; 5/i 30 . i : i I I [ 25 _1*::.. ~~: :::. *: 20 +*.... : 10 r:; : ~-,.... . : ~ - 1---'1: :: *. I
0 10"'
,~ 1.0 0.1 0.1 0.4 0.2 i : I f I ' i'
L _;_
I **+ T..

. : :::::i -1::*.:r :'
'* : :: I
j.

i:
. C:*: ***** ** : 1 = ~:+/-.*
i * :* :::
.
i
.... _._.::::r,.: ~~. ,-.. : --* - ' -I
c+
I: ! ! f 10"1 Sheer Stra1n, y. (1) Shear Stre1n, y, (1) /..... +- / i.: *+i"
L_.*_:
.**-1""*--
,_ ~~-

:. i-

I.. [.1 10" 1 i"
. '. 1-- ii 10 SOUTH TEXAS PROJECT UNITS 1 & 2 MODULUS REDUCTION CURVE AND DAMPING RATIO CURVE MATERIAL TYPE 1 Figure 2.5.4-80 Revision 0
1.0 tm~~ :; 0.1......
r*f;

::;;
0.6 0.4
0. 2.
[ I ~- 1 1- : ;-; : ! i l I i 10 Shear Stra i n, v. (%} . f-'
fri:=t--j~~ ~
rr:= ~s~....=::f.r:;: _ L----'--'-t _;=ct:_t * ~ ::=.. ~~1f~;f~~ * ~::. i~:i}\\:*r-t . £~:;:~~)*=~~
)11. *~e:*** :*.1***r
. + -~ I rlt. ! ~--t:+ : ~ tBl "!"* []~ -~-<:] 10" 1 10-, 10 10 S~ear Stro1n, y, (I) SOUTH TEXAS PROJECT UNITS 1 & 2 MODULUS REDUCTION CURVE AND DAMPING RATIO CURVE MATERIAL TYPE 2 Figure 2.5.4-81 Revision 0
30
l r~
25 1:;: 20 ~ 0 15 I*. : 1U II
.' ' r-*
1.0 o.a 0.6 I** Shear Strain, >* (I) Shear Strain, -,, (t )
.... *I<
I, 1 i ~ ::1 : : I ~ -, I, *i-. I I I 10 10 SOUTH TEXAS PROJECT UNITS 1 & 2 MODULUS REDUCTION CURVE AND DAMPING RATIO CURVE MATERIAL TYPE3 Figure 2.5.4-82 Revision 0
15 ~~-:t:::: ::;:::*
.. ~t:::-"*...
10"' + 8
~ :Y "T' ** : *; *
~:l :r::*t:~~ ~:~n* ~+tt:P::;~=-*~r:::~~T:"~'.. Il+l.
!:1. ~**1 +. +!+,

... t~:~.:****
'... *:~
*f-g
~ . i -* ..,_ i ,J r
, ~
.I
rr n 10" 1 10" 1 10 Shear Strain, r, (X) 10"1 Shear Strain,~, (%)
SOUTH TEXAS PROJECT UNITS 1 & 2 MODULUS REDUCTION CURVE AND DAMPING RATIO CURVE MATERIAL TYPE4 Figure 2.5.4-83 Revision 0
"' " I ~~= :~ :~: ::. *: 0 10"' ~ r+.. ~ I _I: 10" 1 S~e*' Stra1n, Y* (1) Sh.. r Stra1n, Y* (1) t*; I . ~. w:.. I 10"' 10 SOUTH TEXAS PROJECT UNITS 1 & 2 MODULUS REDUCTION CURVE AND DAMPING RATIO CURVE MATERIAL TYPE 5 Figure 2.5.4-84 Revision 0
1200 1000 \\2 't: 0 c 900 21 i
i 600
~ E ~ 400 ~ 200 Reson*nt Column .lll!..L_ a,
400 psf 0
a,
1000 psf e:.
o1
4000 psf
~ 10 SHEAR STRAIN, Y, (X) Cyc1 ic Triaxia I _ill!.L_ 10 Gnann 1s shear modulus at effl!ctive mean norma l stress oqual to 1000 psf SOUTH TEXAS PROJECT UNITS 1 & 2 GIFFORD HILL Fill MATERIAL SHEAR MODULUS A i EFFECTIVE MEAN NORMAL STRESS OF 1000 PSF Figure 2.5.4-85 Revision 0
30 ~ 25 20 6 i= a: (!) 15 z 0:: ~ Cl 10 <fs = 400 osf O"s = 1000 psf O"s = 4000 psf SHEAR STRAIN, "( , (%) RESONANT COLUMN TESTS 0 ~ D CYCLIC TRIAXIAL TESTS SOUTH TEXAS PROJECT UNITS 1 & 2 GIFFORD HILL FILL MATERIAL DAMPING RATIO VS SHEAR STRAIN Figure 2.5.4-86 Revision 0
25 20 ~ 15 0 ~ 10
a.
~ 1.0 I.!J 0.8 E ~ ~ :i ~"' 0.6 ~... ~ ~ ~--= 0.4 ~l:l 0.2 i,,i ; ; I., '** I Shear Strain, Y, (%) 10-1 Shear Strain, Y, {:) 10 1V SOUTH TEXAS PROJECT UNITS 1 & 2 GIFFORD HILL FILL MATERIAL MODULUS REDUCTION AND DAMPING CURVES Figure 2.5.4-87 Revision 0
./ LEGEND CD REACTOR CONTAINME~..BUILDING ~ FUEL HANDLING BUILDING. @ ELECTRICAL AUXILIAR;Y BUILDING @)MECHANICAL AUXILIARY BUILDING @ TURBINE GENERATOR BUILDING @ DIESEL GENERA:rOR J3UILDING (J) ESSENTIAL COOLING POND @ E.C.W. PIPING @ E. C. W. INT~ STRUC.TURE (/9E.C.W. DISCHARGE ~TRUCTURE ~
I
,_.. ~;r-.._ SOUTH TEXAS PROJECT UNITS 1 & 2 PLANT SITE LAYOUT AND ARRANGEMENT Figure 2.5.4~88 Revision 0
TURBINE GENERATOR BUILDING (SEE FIGURE 2.5.4-90 FOR PRESSURES ~,.----------.---
IN THIS BUILDING) ~ 1 [] AUXILIARY ~ FEEDWATER
STORAGETANK 0
P5 =3.5 ~ Pn = 2.3 ELm=18'-6" (: Ps== 9.4 REACTOR B Pn = 2.0 CONTAINMENT Elm=(-) 31'- 3" BUILDING . ~ TENDON GALLERY ACCESS SHAFT~/ Ps = 17.0
Elm=(-) 40'- 9" t'n = 8.5 FHBLOWERLEVEL---------------------
Ps = 9.2
Pn = (-) 1.2

Elm=(-) 35'- 9" FHB MIDDLE LEVEL Ps = 7.1 Ps = 4.4 Pn = 3.4 DIESEL GENERATOR BUILDING OJ ESSENTIAL COOLING WATER DISCHARGE STRUCTURE Ps = 1.3 Pn = (-) 0.3 Elm= 15'-0" ESSENTIAL COO LING WATER INTAKE STRUCTURE P5 = 6.3 Pn = 3.6 Elm= 6'-0" Elm== 20'- 0"
~ ClASS 1-E UNDERGROUND ElECTRICAl RACEWAY SYSTEM

t--- MECHANICAL AND ELECTRICAL AUXILIARIES BUILDING P5 = 5.7 Pn = 2.7 ELm= 4'- 0" FHB WALL FOUNDATION NOTES:

1. Elm IS ELEVATION OF BOTTOM OF SLAB FROM MSL.

2. PsIS INTENSITY OF LQAD FOR DEAD+
EQUIPMENT WEIGHT (KIP/FT2).
3. Pn IS INTENSITY OF NET LOAD (KIP/FT2)
WHERE Pn = P5 - 0.125 x DEPTH (FT) OF FOUNDA* TION BELOW NATURAL GRADE OF EL. 28.0 FT MSL 100 200 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 Pn = 3.5 Elm=(-)1'-0" r Ps = 4.4 Pn = 2.7 ELm= 14'- 0" ~--- FUEL HANDLING BUILDING (FHB) SOI-L PRESSURE CATEGORY I STRUCTURES Figure 2.5.4-89 Revision 0
.. -z:.---- Pn=H0.78 Elm= 19'- 0" P5 = 0.35 7 0 /s ELECTRIC _/ CABLE VAULT STEAM GENERATOR FEED PUMP FOUNDATION MAT Ps = 3.9 \\ \\ Pn = 2.02 ELm= 13'- 0" \\ Ps = 0.30 Pn = (-) 1.58 Elm=13'-0" TURBINE GENERATOR FOUNDATION MAT P5 = 5:30 0 I Pn = 3.17 Elm-11' 0" NOTES:
1. ELm IS ELEVATION OF BOTTOM OF SLAB FROM MSL.

2. P5 IS INTENSITY OF LOAD FOR DEAD LOAD+ EUUIPMENT WEIGHT x (KIP/FT2).
I( 1)
3. Pn IS INTENSITY OF NET LOAD (KIP/FT2) WHERE Pn =
P5 - O.l25x DEPTH (FT) OF FOUNDATION BELOW NATURAL GRADE OF EL. 28.0 FT MSL.
4. G) INDICATES SUBAREA WITHIN BUILDING.

5. IN T.G. BUILDING, THE C.W. PIPE WAS NOT CONSIDERED IN DETERMINING P5
Ps = 0.25 Pn = (-) 3.50 Elm=(-) 2'- 0"
\\_ P5 = 0.35 Pn = (-) 1.53 ELm=13'-0" I I 0 60 120 '~.: I ~~~~ SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 SOIL PRESSURE NON CATEGORY I STRUCTURES Figure 2.5.4-90 Revision 0
STPEGS UFSAR Figures 2.5.4-91 and 2.5.4-92 are not used. Revision 0
.8

.9 TURBINE I
GENERATOR y BUILDING
-.6(HEAVE)
.6*
. 1

1.3

2.0 1.5*
1.0* 1.1e FEEDWATER _,. 1e5 l-=_. ::--...
2.1

2.0 DIESEL 1.7* -
GENERATOR BUILDING e1.S AUXILIARY G ~ STORAGE
2_2

~
TANK
~*1.9 2.2* \\
.4
.2 REACTOR- *2.2 2.2* j *1.9

1.6

1.4 CONTAINMENT
/ BUILDING NOTE: SETTLEMENT VALUES IN INCHES 0 I 100 SCALE IN FEET
2.1
/
-.-=..:-...-

1.7

1.1 L

1.9 FUEL HANDLING BUILDING 200 J
'/
2.1

2.1

2.1 L
MECHANICAL AND ELECTRICAL AUX. BUILDING SOUTH TEXAS PROJECT UNITS 1 & 2 UNITS 1 AND 2 ULTIMATE SETTLEMENT Figure 2.5.4-93 Revision 0
STPEGS UFSAR Figures 2.5.4-94 through 2.5.4-104 are not used. Revision 0
-0 0 N SCALE: 1" =50' l 75' I 35'. 6~ f Plant grade \\ r-- r-t-4' I 12' 1--4' ( I (a.) AXISYMMETRIC ANALYSIS MODEL ~ I I 1.-- 4' 11 I 83 ' I j_ Plant grade (b.) PLANE STRAIN ANALYSIS MODEL SOUTH TEXAS PROJECT UNITS 1 & 2 CONTAINMENT STRUCTURE MODELS FINITE ELEMENT ANALYSIS Figure 2.5.4-105 Revision 0
~ SOIL 83' 104' 200' LAYER 400' LAYER I I I I NO. I DESIGNAT ION I 2 . f--. BACKFILL
_* t-- ;
3 _ *j.~:
60'-
4 0 5 E 6 Fl 7 G 8 __ F2-9 11 10 ~ J 153'- __ J, __ 12 J 13 K I' 14 L 291'- 15 M 16 N 17 p 18 N 19 p 395'- 20 Q 21 R 22 s 5oo'- SOUTH TEXAS PROJECT UNITS 1 & 2 FOUNDATION SOIL MODEL FINITE ELEMENT ANALYSIS Figure 2.5.4-106 Revision 0
~: ~ *~~§::_ -~r-f-j-~:~
=:=:1::::

:. *::::::j==f Figure 2.5.4-107 Revision 0
.J:ill ~-----.,. r-- ~ ~ ---- e-._ -e-.:.:: ~----"' C\\1 II r:r \\ ~ c: 0 -.r: I-+ -... ~
I Q) c 0 :E CD I-+

E (I)-
~ I c E E CD ro ,J ._ 0 -= CD ~zLL. II -oiOIO ~ CDI I .. II)H..... 0 ~NN z uc:t<t UJ (!) ]- UJ G 0 * ....1 I w 10 v ro C\\1 JS)f 'lDW MO(aq
u 2 ssaJ4S rooqJaA 0
~ CDC: -o Q
I-Q.-
e..: oo u"' \\ ~ k;l ~. \\ 0 0 CD ~ Ec: 0 ... 0 o_ u..- <0 '00 '0 CD(/) UJ 0 <D ~ ( CD -c 0 CD <:t u ~D 0 ~ I E ( 0... - CD u c 0 - 0 II) C\\1 0 [ ~ ~p I 0 0 SOUTH TEXAS PROJECT UNITS 1 & 2 STRESSES BELOW REACTOR CONTAINMENT MAT Figure 2.5.4-108 Revision 0
Mat Radius= 83' I 6 I 12 1 .I 17 1 _,4' ~12.7 ksf L b-528 ksf ~,,,,,,,,, ~,,, ~ I ~ ~. 4
4 ~
4 ~ 4 ~ 4 ~ j ~.. ~ ~ j (a) Loading Conditions 36' _,4'_,4 1 -LJ 41.7 ksf C.. ~" ~* ~ I-. Mat Weight= 0 ~ 4 ~ 4 ~
~-

~...
Hydrostatic Uplift Pressure u=3.1 ksf ~ 150 kef~---------------------------------------~ I f 30' 70' 83' ( b) Recommended D i stri but ion of ks Values SOUTH TEXAS PROJECT UNITS 1 & 2 RECOMMENDED Ks VALUES FOR VERTICAL LOADING REACTOR CONTAINMENT BUILDING Figure 2.5.4-109 Revision 0
q = 8.136 ksf (56.5 psi) Mat Weight = 0 (_-<,, I I 1.. ll' 'Ill I (a) Loading Condit ion 75 1 'Ill ll,, I Mat Radius= 83' 1A J Ring Load 400 kcf--r--------------------------------------, ro' {b) Recommended Distribution of k5 Values F=17.0 k/ft*
F is not a spring but a ring load proportional to internal pressure (see Section 4.6.3)
SOUTH TEXAS PROJECT UNITS 1 & 2 RECOMMENDED Ks VALUES FOR INTERNAL PRESSURE LOADING REACTOR CONTAINMENT BUILDING Figure 2.5.4-110 Revision 0
1\\~111 'll!ti#llil? G) G - c 30 ~ - Q. G) 0
I:
(a) Lateral Pressure Reduction from
At-Rest to near 11active 11 condition 30 c
~ - Q. G 0
I:
60-~----~--------------- 1 0 0.54 Tension, ksf (b) Allowable Tension Stresses SOUTH TEXAS PROJECT UNITS 1 & 2 ALLOWABLE SIDE WALL TENSION STRESSES REACTOR CONTAINMENT BUILDING Figure 2.5.4-111 Revision 0
( I c:: 0 VI VI <2J
S... a.
E 0 u ~ c:: 0.,.. Ill c:: <2J 1- ,09 '+- 0 VI ..)<: +.. VI VI In <2J . s-0 +> +Vl 0 ttl +> c:: 0 N .,.-s-0
I:
-CD CD '+- Ill ..)<: 0 Ill Ill <2J s-In +> V') 0 I..- ttl... 0 c 0 N I *s: 0
I:
0 -I c 0.... VI c <2J 1-In 0 I 0 '+- VI ..)<: Ill Ill <2J s- +> (/) ttl u 'Z s- <2J c:: 0 VI VI <2J s- ~ 0 u In 0 0 + + SOUTH TEXAS PROJECT UNITS 1 & 2 FINAL TORNADO LATERAL LOADING REACTOR CONTAINMENT BUILDING Figure 2.5.4-112 Revision 0
"TT 10" c., I'D ~ U1 ~ I.... w
xJ I'D <
loll 0
l 0
Lateral Subgrade Reaction Values ~
xJ l>-im non
-i;oO oz3:
XJ)>3

nom ooz z ro -i )> m l> -i 0 zm,... 3: ~"' mr-< Zr-l> -iQr-CD)>C com -- U1 ..... z "TT CJ) 0 c: -4 c::I: Z-4 -m -4x CJ)> ..... CJ) Ao"'CJ 1\\)~ Vertical Subgrade Reaction Values Horizontal Base Shear Springs Sidewall Shear ~ ct. I L r = 60' _L r = 60' _ _j r- ~ r::: 83' .1.. r-83' ~ [00/7~~~~ij/J=t9kcf zsook/'/' ~
2500k/'/'
Q"~ z C'l c.. m 0 -4 Force Springs (kips/ft/ft defection) U1 210 kef m 0
!I.
10 c., (I) N U1 ~ I........ -1=>
g ID <
Ill 0
J 0
NOTE:
See Stress Limitations in Section 4. 7.4 Lateral Subgrade Reaction Values
g m

g
)> m QVIn !!!0 OV13!:
gS

s; nnm o>z z
0 -i-im ~me z~~ s:,.... 1.1\\ m,....< Zol> -4l>r- ~:Doc: C:-m -zVI r-"""" Q 0 z
g Vertical Subgrade Reaction Values en 0 c
-1 c:::J: Z-1 -m -1>< en~ _.en Ro-o 1\\)::D 0 c.. m 0 -1 Horizontal Base Shear Springs Sidewall Shear Force Springs ~ ct. ~ 90kcf
85kcf l_
r = 60' _j_ r = 60' _j r-------~- -- -~1 ~ r=83'
I*
r=83' -1 f/ZTflWa007/~//Y/000Zii20 kef 3000k/'/'., ' 3000k/'/'
260 kef N
0 (}.I Ul Ul O'l 0
0 0 <{ 0 ...J LIJ z ...J ~ 0 0 I 0 ..0 -...J 0 - 0 N N ~ :x:l~ o-0 -' Q) c ...J m X m 0 Q) <t ...J 0 II 6 0 !'() SOUTH TEXAS PROJECT UNITS 1 & 2 SURCHARGE LATERAL PRESSURES Figure 2.5.4-115 Revision 0
~ E LEV. ( +) 2 7'-o" 1 _.\\ lr-i ELE V.H 8'-o" ELEV.(+l 2i-o ~ PLAN 0 100 2UO 300 I ...* =:::s EL.(+)f-0" LEGEND ~AREA CONCRETE MUDSEAL WAS USED IN LIEU OF SUBGRADE PREPARATION BY COMPACTION. BASED ON DATA TO DEC. 1978. SOUTH TEXAS PROJECT UNITS 1 & 2 EXTENT OF CONCRETE MUDSEALS Figure 2.5.4-116 Revision 0
~ EL FV. 1 ~1 27'-o
I 0/ ',4 /
-lli ~ i l, I ~ t:LE\\~'-)b-v J I j fj, ~'-,~ ~I ~ -- ~~ .L~;~~~-.~i~ ~ $1t-l L .-L (-)4( J, ~ ' i 1 Ill\\-~' 'I,
LEV.
1_
1 11 1 HIS-0 i 2(}0 300 ~ LEG.END m REMEDIAL ACTION CONSISTED OF COMPACTING UPPER 2 - 2.5 FEET OF SOIL.
ITBJ REMEDIAL ACTION CONSISTED OF REMOVAL
.,........, OF OUTER 2 FEET OF DISTURBED SOIL. ~ REMEDIAL ACTION CONS.ISTED OF VIBRO-FLOTATION AND THEN COMPACTING UPPER 2.5 FEET OF SOIL. ~ REMEDIAL ACTION CONSISTED OF REPLACE-MENT OF
DISTURBED SOIL WITH CONCRETE AND RECOMPACTION OF UPPER 2 FEET OF SOIL BELOW THE CO"NC RETE.
~ REMEDIAL ACTION CONSISTED OF REMOVAL OF SOILS WITH INADEQUATE PROPERTIES. [ill)) REMEDIAL ACTION CONSISTED OF PARTIAL REMOVAL OF DISTURBED SOIL, RECOMPACTION OF THE LOWER 2 FEET OF DISTURBED SOIL, AND PLACEMENT OF CONCRETE OVER THE RECOMPACTED SOl L TO GRADE. NOTES I. REFER TO FIGURE 2.5.4-116 FOR EXTENT OF VIBROFLOTATION OPE RATION. SOUTH TEXAS PROJECT UNITS 1 & 2 EXTENT OF REMEDIAL WORK RESULTING FROM FOUNDATION VERIFICATION Figure 2. 5.4-117 Revision 0
t4~:.._!!;. r, ~ ~o* 'II\\( Sf OF r&C{ or l~f&ll[ Sl"VCtU*£ -z- "'ECHANICAL AND ElECTRICAl AUXILI.l.R'I' BUILDING UNIT I [<'((((~((((((((((~ _ Ind~c~ tes area where t;on-ver~f~ed soft clay so~ls were excavated and replaced by con-crete to grade. llllffiffiffiffiffimmm1J- ~~~~~~=~s s~~~a c~~~r~rn~~~y- "'£CHANICAL ANO (l(CTAICAl UNIT 2 silt soils were excavated and replaced with structural back-fill and capped with a minimum 6" thick concrete slab to qrade. SOUTH TEXAS PROJECT UNITS 1 & 2 EXTENT OF REMEDIAL WORK IN ECW TRENCH AREAS RESULTING FROM FOUNDATION VERIFICATION Figure *2.5.4-117A Revision 0
~ ~ {.!<t-V~liQ!'J~A!! Uill!J.t,l,_CQQJ.l!!_LW*!f LDo~cH~*~r. H~ucu.'!~ [XCAVAlO('N PlAN llll!!!!_~QQl.!I!G WA!f!'_!"!_~~!I_!~Q~ """"OXilot.llE SCALE r**o* JQTE: liTillJ Remedial action consisted of removal of the soils with inadequate properties and replacement with concrete. ~Remedial action consisted of removal of the soils with inadequate properties and replacement with soil-cement. The entire ECP is subject to Geologic Mapping (Ref. Section 2.5.B) SOUTH TEXAS PROJECT UNITS 1 & 2 EXTENT OF REMEDIAl WORK IN ECP RESULTING FROM FOUNDATION VERIFICATION Figure 2.5.4-1178 Revision 0
L ~
I APPROX LIMIT OF
/ 0 AREA DENSIFIEO BY 278..! 280 \\ VIBROFLOTATIO~U) 0 (9. 0 0\\ 271 \\ 285 I 1 0 0 0 0 0 0 0 9 0 0 I TRAIN c" PUMP ~ TRAIN"i' ~UMP 277 ,) TRAIN "A" PUMP FOUNDATION'\\ 0 0 0 ;FOUNDATION \\ 0 0 0 /@OUNOATION \\ 2s99 I I (' p 0 0 0( 'P 0 0 d\\ 0 ,J I \\ I I 0 0 0 \\ / 0 Qg212 0 \\'\\. .~ ~ ~. ? 841NCHDIA~ ~ 0 0 9 ~ 0 0 ()/ w CASING (TYP ~} l--~76 _ _] \\._ 0 ' L _____ j ~) 21012 4 I I I \\JibtJMW w SCALE IN FEET LEGEND @) PLAN-VIBROFLOTATION NORTH END OF UNIT NO I QVIBROFLOTATION PROBE POINT $BORING FOR STANDARD PENETRATION TEST, FUEL HANDLING BUILDING AREA TAKEN BEFORE VIBROFLOTATION e BORING FOR STANDARD PENETRATION TEST. TAKEN AFTER VIBROFLOTATION @) NOTES I VIBROFLOTATION CONSISTED OF 56 PROBE POINTS WITH 5 FT SPACING ON TRIANGULAR PATTERN 2 SEE DRAWINGS 6F18-9-+I-05057-6 AND 6F18-9-N-05063-7 CFIGURES 1.2-39 AND 1.2-45> FOR DETAILED GENERAL ARRANGEMENT OF THE NINE FUEL HANDLING BUILDING SUMPS. ~
I SOUTH TEXAS PROJECT UNITS 1 8c 2 EXTENT Of VIBROFLOTJON SPT BORING LOCATIONS UNIT 1 fIGURE 2.5.4-118 REVISION 11 rl18J:111 L118J.CJT _j
..,.... ~ ~ *11' 01 UClO' Do1C.. a*:.r 1t~thlllll. 1 *": ,o* *rn or fAC( or,,.,,.[ n*u:1u*r -z- .. fCIUNICAl AND ElECTRICAL AUXILI.lltY IUILDING UNIT I ~~-Area where concrete mud slabs where used in lieu of subgrade preparation by compaction. .. [CHA.. ICAL AND ELECTRICAL UNIT 2 SOUTH TEXAS PROJECT UNITS 1 & 2 EXTENT OF CONCRETE MUD SLABS* IN ECW TRENCH AREAS Figure 2.5.4-118A Revision 0
STANDARD PENETRATION RESISTANCE N (BLOWS/FT.) 0 10 20 30 40 50 . 60 S* --* STANDARD PENETRATION RESISTANCE N ( E: LOWS/ F-0 10 20 30 40 50 60 t=' 10 10 ~ .~ I IS 15 1-0... ~ ?::5 20 I r-0.... w 0 20*,,_ ';::? ~ I
I-0...
2SL.. Dr_~ 60"/. m*,; FU t. L dANDLING BUILDING BEFORE VIBROFLOTATION OPERATION (AVERAGE GROUND SURFACE AT EL.H38 FT.) 25 REACTOR CONT. BUILDING
'BEFORE VIBROFLOTATION OPERATION (AVERAGE GROUND SURFACE AT EL.H 32 FT.)
STANDARD PENETRATION RESISTANCE N (BLOWS/FT.) 0 10 20 30 40 50 60 70 80 90 100 ISO \\ 51 *- *\\ -\\ * \\e \\ * \\. 10*- \\ 15 ---*~.... -: *- _.. I. ~ 20 ~\\ 25 Dr= 607. 70% eot 90/. FUEL HANDLING BUILDING. AFTER VIBROFLOTATION OPERATION (AVERAGE GROUND SURFACE AT EL.H38 FT.) r-: ~ I r-U! w 0 STANDARD PENETRATION RESISTANCE N (BLOWS / FT.) 0 10 20 30 40 50 60 S*. 25L-------------------------~ TENDON GALLERY AREA BEFORE VIBROFLOTAT.ION OPERATION~
cAvERAGE GROUND SURFACE AT EL:H 4Q51F"'()

LEGEND:
o S.P. T TAKEN BEFORE VIBROFLOTATION OPERATION.
S.RT TAKEN AFTER VIBROFLOTATION OPERATION.
NOTES : I. LINES OF CONSTANT RELATIVE DENSITY ARE BASED ON GIBBS AND HOLTZ (1957).
2. DATA POINTS ARE FOR STANDARD PENETRATION TESTS (S. PT.) IN SANDY SOILS ONLY.

3. REFER TO FIGURE 2.5.4-118 FOR S.P.T.
BORING LOCATIONS. SOUTH TEXAS PROJECT UNITS 1 & 2 SPT VS CONSTANT RELATIVE DENSITY UNIT 1 . Figure 2.5.4-119 Revision 0
l I I-! ~ I I-Q.. w 0 STANDARD PENETRATION RESISTANCE N (BLOWS/ FT.) 5 -- 10 15 20 - FUEL HANDLING BUILDING (AVERAGE GROUND SURFACE AT EL (-) 33 F 1) LEGEND 0 STANDARD PENETRATION RESISTANCE, N(BLOWS PER FEET~ $- S.P.T.. BORING LOCATION NOTES I. LINES OF CONSTANT RELATIVE DENSITY ARE BASED ON GIBBS AND HOLTZ (1957).
2. ALL S.P. T. BORINGS MADE AFTER COMPLETION OF VIBRATORY DRIVING OF NINE CASINGS IN UNIT 2 FUEL HANDLING BUILDING.
UNIT 2 LOCAL EXCAVATION S.P.T. SOARING LOCATION PLAN ( N.T.S.) SOUTH TEXAS PROJECT UNITS 1 & 2 SPT BORING LOCATION & SPT VS. CONSTANT RELATIVE DENSITY UNIT2 Figure 2.5.4-120 Revision 0
L.L u a_ 12G 1 I 125 0 w 3 124 z 123 ~ 122 0 . I 21 X <{ ~T-1 ~
~--~~~~----~~----~
~ <f..-P-3 )( x ~ ~T-3 LP-1 f _.o P-2 = = :::g- _ -o-- - I ~P-3 T = THORSTENBERG STRUCT. BACKFILL P =PARKER BROS. STRUCT. BACKFILL T-2 ~ 120~----~------~-----+------+-----~ . 20 40 GO RHEOSTAT SETTING 0.0120 0.0185 0.0195 AMPLITUDE, INCH (PEAK -TO-PEAK) NOTES:
1. TESTS BY PTL REPORTS:
ST-PT-BC-2314 298l
2. THE AMPLITUDE WAS DETER-MINED FOR 25-LBS. SURCHARGE AND AN AVERAGE FREQUENCY OF 57.4 HZ.
(REF. SECT. 2.5.4.5.6.2.5) 80 100 0.0210 SOUTH TEXAS PROJECT UNITS 1 & 2 RELATIONSHIP BETWEEN MAXIMUM RELATIVE DENSITY AND VIBRATORY TABLE AMPLITUDE Figure 2.5.4-121 Revision 0
LL. (.) 127 cr 126 J: (!) 125 w 3: ..._ 124 z >- 123 a:: 0
E 122

E X
121 <:t ~ 120L--------+--------~--------~-------+--------~ 0 20 40 60 RHEOSTAT SETTING-0.0120 0.0185 0.0195 AMPLITUDE, INCH (PEAK-TO-PEAK) NOTES: I. TESTS BY PTL REPORTS: GM-46425
2. THE AMPLITUDE WAS DETERMINED FOR 25 LBS.
SURCHARGE AND AN AVERAGE FREQUENCY OF 57.4 HZ. (REFERENCE SECTION 2.5.4.5.6.2.5) LEGEND: P PARKER BROTHERS STRUCTURAL BACKFILL T THORSTENBERG STRUCTURAL BACKFILL 80 100 0.0210 SOUTH TEXAS PROJECT UNITS 1 & 2 RELATIONSHIP BETWEEN MAXIMUM RELATIVE DENSITY AND VIBRATORY TABLE AMPLITUDE Figure 2.5.4-121A Revision 0
y:_::.. ~:-----rn'SJl"]:S""""----,------~~~~~r--
,

::;:::\\~:::,:;:(/~J
~~~-.::_~,*... ~-----~
.o* :-'
~.:.::...,. __
-\\----1 ---:::::"il:--_G~R.:...:O;...:.U..,;_N.::.D..,;_W1 A..,;_TE;_R_L:.._E:....V_E.::.L -~--------L-400PSF COMPACTOR AGAINST WALL NOT TO SCALE + HYDROSTATIC PRESSURE = &Z h 2 LATERAL EARTH PRESSURE Ko =AT-REST EARTH PRESSURE COEFFICIENT= O.S K0 = 1/Ko
2.0 lt =TOTAL UNIT WEIGHT OF SOIL= 136 pcf l b =-BUOYANT UNIT WEIGHT OF SOIL= 74 pcf hd = DEPTH TO GROUND WATER h1 =- DEPTH BELOW GROUND SURFACE hz =DEPTH BELOW WATER TABLE SOUTH TEXAS PROJECT UNITS 1 & 2 AT REST EARTH PRESSURE DISTRIBUTION FOR RIGID, NON-YIELDING WALLS Figure 2.5.4-122 Revision 0
CEIIUALUED 1 'F SOIL SHEAR STRESS (LIS/FT ) FACTOI OF SARTT "t PIOFIL! 0 ZOO
oo 600 100 1000 111l0 UOO 0
1 2 l D
S or---~~----~~--~r---~~----~~--~r---~*
L~r!~ A 10 2or---~r+~r---+-----~~----~------+-----~------~ \\ ~ liNIFOU4 SHU.l sruss,,,. I \\ UQUIUD TO OUSE: I I \\' I hltlal _-:-' L.<fEa 1 \\ \\ !llltlal Llquefactloft LlqiMfactlo~ I I -tlOI Strala siLT , 0 1 lot'v \\~ 1101 Strahl I ~--~~-++J*----~---r--~ ~::~*;;D g 40 \\ \\ ~\\ \\ \\ SILT ~ \\ \\\\. \\ ~ ~ ~------~------~A-----~------~------1 ~ so \\ L.<YelD CL.<f EQUIVALENT liNIFO'N SH!AR STlESS, 'o* INDUCED IT SSE ~ I U) ~
or-----~--~-+-+----r-~--~----~----~~--~
~ 1 0 \\1 \\ Initial 1'......--uol Strab hltlal !HOI Strala 0 C Llquefactlo11 \\\\ Llquofoctloa C -4 L.<Yl:l E t z ~ i ~ SAAD 70 I~ 1\\ ' I _. '"tl n i\\ I 1\\) ~:::! -4 m
o li
\\. 1 (..)20 ~X> A -12 -y l> '"tlo ~ ~on:
JJ _.
rw., - Evaluation of llqu<factloll potentltl thOWft nn ~ ~ " in thls {laure bated on site rttponse )> m ll analyttt and laboratory cyclic tuu.
0 2
~0 ro -i )> c.. m 0 0
J
-4 0
"'T1 CJ) <a r 0 ~ p c: (!) c 1\\) to~ (n OJ> c::C -4n ~n -to-t Z -1 'O m ..... 0 3:0 1\\)r 0 z CJ) )( ~2-n~ Glm-4 ~cn "'C~m Omz QO"'O 02 z :j .., :xJ -1 )>
- 0
o i> r C..
(1) rto m m u;* r 0 (5" ~
J 0
GENERALIZED SOIL PROFILE CLAY SILT CLAY SAND AND SILT ..___:_ /\\___ i= w w u.. 0 !ii 10 0 ~ u.. 0
iE 0 I-f-
0 cc 20 3: 0 ~ w cc
1:
f- ~ w 0 30 0 SHEAR STRESS (LBS/FT2) 200 400 600 ~~-INITIAL LIQUEFACTION W "-'....--- +/-10% STRAIN \\_, EQUIVALENT UNIFORM SHEER STRESS, TO, ~ \\ INDUCED BY SSE > '\\ ' UNIFORM SHEAR STRESS, T F REQUIRED TO CAUSE: BOO '} I INITIAL LIQUEFACTION ¥' I ,_...... +/-10% STRAIN ' ' \\ \\ NOTE: EVALUATION OF UOUEFACTION POTENTIAL SHOWN IN THIS FIGURE BASED ON SITE RESPONSE ANALYSES AND LABORATORY CYCLIC TESTS. t_ _ T FACTOR OF SAFETY= _f To 2 3 7 / 7~i* INITIAL / I LIQUEFACTION +/-10% STRAIN I ~ ~ I I I I I I j ' I
ST:.\\::t.,.: r'i.~ ~ i~l. t 10\\ ~i. ~- !S 1At1 ~! n*. r--~* *' ' (\\"' f' 0 10 ]() ~ 00 'ioO )0 10 ~' !:X,* c .*Jl'. - ~* " ~. ~ ~- 10 / )( "":2- ~-~*:* ~ w 10
. ~ !' ~ ~
' :- : ~~ . ~,.... ~ .. ~.. -. JO .... -( )I{..
c
'ioO r,c
*...... o............
~ 70
***o- *......................
. 00 .. 0 **... X 00 0 *-. 0. Q_ 8~ ~ 0 9D 0 lllO 00.. 0 llO LFr;ENOS: ' Standard Penetration Resistance for Structure: 0 110 Backfill in Upper 40 ft of the Soil Profile 00
Standard Penetration 0
llO Resistance for In Situ Sands Deeper than 4 () ft below the Grounct Surface 1110 I
00...
00 00 JSO NOTES:
1. THIS FIGURE PRESENTS STP DATA VERSUS DEPTH IN THE SOUTH TEXAS PROJECT PLANT SITE WHERE THE TOP APPROXIMATELY 40 FEET UNITS 1 & 2 OF THE IN SITU SOIL IS REPLACED BY STRUCTURAL BACKFILL

2. WHERE DATA POINTS COINCIDE, POINTS ARE SHIFTED TO THE LEFT TO AVOID SUPERPOSITION. IN DEPTH RESULTSOFSTANDARD RANGE 56 TO 84 FEET, THIRTY THREE DATA POINTS ARE SHIFTED BY ONE TO THREE BLOWS/FOOT. AT OTHER PENETRATION TESTS IN DEPTHS, GENERALLY ONLY DATA POINTS ALONG THE PLANT AREA 100 BLOWS/FOOT LINE REQUIRED SHIFTING.
Figure 2.5.4-125 Revision 0
<0" -i., c: o,..., ~ .,)>_ CD .Jllo 2 0 ~~~-i~ ?' ~ ::0 )> "T1 ~om:::O)> 1 -i.,mn ..... c'l>-i f\\) :::ol>-(5 m l> 0 zz m,
ocn.,
o:Jm::::jo l>-<c-i n m ~ncnz "Tloo-i ~ -3:-- tl) r-., r- )>
s. c f; ~ ~
~- ..... -i z o m::x:
l 0
0 en 0 c ~ c::I: z~ -m ~>< en::.> ~en Ro-o N~ c.. m 0 ~ GENERALIZED SOIL PROFILE LAYER C SAND/SILT LAYER D CLAY LAYER E SAND BACK-FILL SHEAR STRESS (LBS/FT2) 0 200 400 600 800 1000 1200 1400 0 FACTOR OF SAFETY= r F ro 2 3 4 0~--~~--~----~----r---~-----.----, 10 20 30 w w LL. !: 40
z:
A. w c 50 60 70 80 UNIFORM SHEAR STRESS, T F, REQUIRED TO CAUSE: I I INITIAL LIQUEFACTION I I I _..-.+/-10% STRAIN '..J- +/-10% _.. INITIAL'\\[ STRAIN LIQUEFACTIO~ ' ' (ro INDUCED BY AN ARTIFICIAL TIME HISTORY AS SHOWN IN FIG. 3.7-5 NOTE: INITIAL LIQUEFACTION EVALUATION OF LIQUEFACTION POTENTIAL SHOWN IN THIS FIGURE BASED ON SITE RESPONSE ANALYSIS AND LABORATORY CYCLIC TESTS. I 5 / /
9500 9300 9100 8800 Envelope encompassing 8 of 11 velocity analyses from Jaecon 2M and 4M. ----..... 8500 Velocity function used to convert travel times to depth for this report. 6500 5500~-------1---------r--------~------~--------+-------~ 0 2 3 4 5 6 TWO WAY TRAVEL TIME (seconds) SOUTH TEXAS PROJECT UNITS 1 & 2 VELOCITY FUNCTION Figure 2.5.4-127 Revision 0}}

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