ML16207A650

8 to Updated Safety Analysis Report, Section 2.4, Figure 2.4-1 Through Figure 2.4.13-19A

ML16207A650
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
References
NOC-AE-16003371
Download: ML16207A650 (93)

Text

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SOUTH TEXAS PROJECT UNITS 1 & 2 EFFECTS OF STP ON LOCAL DRAINAGE Figure 2.4.1-3 Revision 0

NOTES' USG.S. GAGE NO. 08-160!i {L.A. GA.ANG() CISCO"'ITINUEC IN 19:1~ USGS GAG£ ~0 08-1!592 iBASTROP) DISCONTINUED rN 1973. SOUTH TEXAS PROJECT UNITS 1 & 2 TOPOGRAPHY OF COLORADO RIVER BASIN BELOW LAKE TRAVIS Figure 2.4.1-4 Revision 0

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10 i 100 200 400 600 800 1000 2000 0000 5000 10,000 DRAINAGE AREA IN SQ. MI. NOTES* I. Frequency is return interval in years.

2. Frequency determined by modified analysis by Carps of Engineers.

SOUTH TEXAS PROJECT

3. Curve definition between 270 and UNITS 1 & 2 1270 sq. mi. is estimated.

DISCHARGE*FREQUENCY RELATIONSHIPS COLORADO RIVER GAGES AUSTIN TO BAY CITY Figure 2.4.2*3 Revision 0

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Houston SOUTH TEXAS PROJECT UNITS 1 & 2 ISOHYETAL MAP ORIGINAL HEARNE STORM HISTORICAL LOCATION JUNE 27. JULY 1, 1899 Figure 2.4.3*2 Revision 0

IOZ" I NOTE: LATITUDE AND LONGITUDE FOR EACH OF 7 TRIAL POSITIONS OF STORM PATTERN ARE PRESENTED IN TABLE

2. 4. 3-L LOCATION SHOWN HERE ON IS CRITICAL ORIENTATION.

SOUTH TEXAS PROJECT UNITS 1 & 2 ISOHYETAL MAP HEARNE STORM TRANSPOSED TO LOWER COLORADO RIVER BASIN BELOW MANSFIELD DAM Figure 2.4.3-3 Revision 0

Cil 10 ~ 9

!': 8 w 7 0::

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(/) 0 5 0 Q 4 <( w 0:: <( 3 w (!) <( z 0:: 2 0 10 20 40 50 DEPTH OF PRECIPITATION (INCHES) NOTES' I. 6-Hour to 72-Hour values are from Reference 2. 4. 3-2.

2. 96-Hour values are extrapolated for STP flood studies.

SOUTH TEXAS PROJECT UNITS 1 & 2 PROBABLE MAXIMUM PRECIPITATION 1,000 TO 20,000 SQUARE MILES DURATIONS 6 TO 96 HOURS COLORADO RIVER BASIN Figure 2.4.3-4 Revision 0

7 ~['. 6 I I I 1\\ CRITICAL LOCATION OF~ HEARNE STORM\\ I '\\ 5 I 1\\ (/) v* a:: w ~ I m 4

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2 /v 2 0 E 3 ll (/) // I 0 a.. /i/ I 2 / I v / nTilll v v v I !.,.-~ I I 0 I 60 70 80 90 DEPTH-AREA (IN-MI 2 X 1000) NOTE: SOUTH TEXAS PROJECT For Coordinates Of Position UNITS 1 & 2 Locations, See Table 2. 4. 3 -I. CRITICAL LOCATION OPTIMIZATION CURVE PMP BELOW LAKE TRAVIS Figure 2.4.3*5 Revision 0

1000 900 ~ ~ \\ I\\ -\\ ~ 1-----1---' 800 1-\\

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~~ \\ 1\\ ~~~ t~~- ~- --~-- ~ ~~- I-- - 1--- f--~--I-- 700 .\\ \\ \\ \\ ~ - 600 \\ -\\I- ~\\ \\ \\ !\\ \\ i\\ 1\\ \\ 500 f-. \\ 400 \\ \\ \\ \\ \\ \\ \\ 1\\ \\ 1\\ \\ \\ 300 (f) \\ \\ \\ \\ \\ \\ w ...J 1\\ 1\\

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\\ 50 \\ \\ \\ \\ \\ \\ 4 z 1\\ \\ 0 70 80 90 100 TIME IN HOURS

---

BAY CITY UNIT GRAPH BY CORPS OF ENGINEERS.

---

CORPS UNIT GRAPH "PEAKED" 25% FOR STP STUDIES.

NOTE: VOLUME UNDER EACH UNITGRAPH =I" EXCESS RAINFALL ON 3,520 SQ. MI. AT BAY CITY = 187,800 AC-FT. --...;:: r:::-::--_ 110 ........ ~ 120 130 140 SOUTH TEXAS PROJECT UNITS 1 & 2 6-HOUR UNIT HYDROGRAPH 3,520 SQUARE MILES MANSFIELD DAM TO BAY CITY Figure 2.4.3-8 Revision 0

90 BOO,t-----J---_j

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~----*--~---~----j--~

LEGEND (!)---- PMF INFLOW TO LAKE TRAVIS @-- SDF FROM LAKE TRAVIS @--o-- COLUMBUS INFLOW PMF FROM LAKE TRAVIS @----ROUTED PMF AT SITE LOCATION @-*- SPF-UNCONTROLLED 3520 Ml: AT STP @--o-- HYDROGRAPHS @ 8@ COMBINED NOTE: FLOOD ROUTING MANSFIELD DAM TO COLUMBUS AVERAGE 15 2 HR. PERIODS. LAG 12 2HR. PERIODS. FLOOD ROUTING COLUMBUS TO STP SITE AVERAGE 13 2HR. PERIODS LAG ID 2HR. PERIODS. (BASED ON CORPS OF ENGRS. ROUTINGS.) SOUTH TEXAS PROJECT UNITS 1 & 2 FLOOD ROUTINGS MANSFIELD DAM & COLUMBUS BEND DAM TO STP SITE Figure 2.4.3-9 Revision 0

l5 10,000 0:: <{ NO. LOCATION D. A PEAK 8,000 (!) SQ. MI. C.f.S. 6,000 <{ z* 0 COLORADO RIVER BASIN w ~ f-0::>-' u I, 8ROWNW000 1 PECAN BAYOU I 544 676,200 <{I- ~~

2. SAN ANGELO, N. CONCHO ~

I~ I I 614,~00 4,000 ou

3. PECAN BAYOU, PECAN BAYOU 318 238,200 w>-

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4. CO~EMAN I JIM NED RIVER 287 287,800 c5m U.>

5. HOROS, HORDS CREEK 4B 92,400

_10 vv GUADALUPE RIVER BASIN z 0:: g~ t::l 2,000 (1)- 1-W /

6. CANYON LAKE, GUADALUPE R. 1432 887,000 Z>

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7. GONZ.ALES,SAN MARCOS R 1344 633,900 z

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9. WHITN[Y, 8~AIOS R.

17,6!56 700,000 !O.BELTON I LEON R. 3560 608,400 (fj 800 w ...J ! 1. MILLICAN, NAVASOTA R. 2120 393,400 w -J. 6 I...... 1-:::0 lJ,; 0:: ~13 .!.,~ [::.-'

12. FERGUSON, NAVASOTA R.

1782 3!5ts,IOO 0 600 u q

13. WACO LAKE, H. SOSOUE ft 1870 822,900 en 15 2 v

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14. NAVASOTA, NAVASOTA R.

1341 327,400 0 z ~~--~ "'"{6/ *" 15.STILLHOUSE HOLLOW, LANPASAS 1319 686,400 0 g Q 400

16. PROCTOR I LEON R.

1265 4~9,200 ~ <;'<-~'-\\. "J II IT. SOMER:VILL£ 1 YEOUA CR. 1006 415,700 w 12 18 LANEPORT, SAN OABRIEL R. 709 521,000 a.. ~ c \\ 1--' 14 <'J, 19.AQUILLA1 AQUILLA CR. 294 283,800 w v P- "{t..~<;.i--" ~ (!) 3 \\~ ;:. ZO.NORTH FK, N. FK. SAN GAOOIEL R. 2 4 6 265,800 0:: 200 ,.... v 0

21. SOUTH FK., S. FK SAN GABRIEL R 123 145,300

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22. BRAZOS RIVlft, ALL ENS CR.

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23. DENISON, REO RIVER 33,783 1,830,000 5

24. ROBERT S. KERR, ARKANSAS RIVER eo a..

../ /., v a.. 64,386 1,844,000 60 ./s v v w a.. a.. .. *./ 1-g .. -- CREAGER CURVE R v en w Q:: 46 00A!o.u.u.-O.O-iBl 40 v z MYERS CURVE (MODIFIED] w Q' 10,000 {A a.. ~ 1-en 20 SOUTH TEXAS PROJECT UNITS 1 &2 10 10 20 40 60 eo 100 200 400 600 aoo 1ooo 2000 4000 woo 8000 10,000 20 40 60 ao 100,000 PMF ENVELOPE CURVE DRAINAGE AREA IN SQUARE MILES FOR STP HYDROLOGIC REGION Figure 2.4.3-10 Revision 0

0-INFILTRATION LOSS' 0.05 IN./ HR. INFILTRATION LOSS' 0.05 IN./ HR. L I 72 HOURS I w (/) _j w 1--

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BETWEEN STORMS n.- (.) Z4 L ~ SPS FOR _J 3,520 Ml.2 _J ABOVE BAY CITY ~8 1,000 z <( PMP FOR---------- \\. Op=913,000 CFS 0::: 3,520 Ml.2 I ABOVE BAY CITY 12~ 800 - I \\ (/) LL.. ~ (.) ~-600

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~ ~ v~ Op = 482,000 CFS w r---..... (!) ~400 L ~ v ~

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(.) (/) 0 1'---. 200 v ~ v '\\ L_~ASE FLOW= 50,0 0 CFS / 0 0 24 48 72 96 120 144 !68 192 216 240 264 288 312 336 TIME IN HOURS SOUTH TEXAS PROJECT UNITS 1 & 2 NOTE: BASED ON 25% PEAKED BAY CITY UNIT GRAPH (SEE FIG. 2.4.3-8) BAY CITY SPF-PMF HYDROGRAPHS COMBINED Figure 2.4.3-11 Revision 0

'T-----1----*--- I

• L SOUTH TEXAS PROJECT UNITS 1 & 2 RESERVOIRS AND REGION FOR BASIS OF PMF ENVELOPE CURVE Figure 2.4.3-12 Revision 0

160 ~Qp~l54 CFS ~Yt:jTHE:n~ !.!~IT !lBA~!1 150 Cp640 = 300 ( \\ c, = 3.0 140 lp = 9.2 HRS I \\ 1pR=9.0 HRS 130 qP = 33.2 CFSM \\ qPR = 33.8 CFSM OpR= 154 CFS 120 \\ NOTE: SNYDER COEFFICIENT BASED ON RAINFALL-RUNOFF STUDIES OF 110 N£ARI!Y GAGED 10.3 Mt.2 DIIAINM£ BASIN OF I!IG BOGGY CltEEK A/jO ON ADVICE OF GALVESTON DCSTFIICT 1\\ 100 OFFICE OF CORPS OF ENGINEERS. en \\ u.. u 90 \\ ~ w 80 (!) \\1 a:: ~ 7

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• u en 0

\\ 50 \\ 40 \\ 20 '\\, 10 I ~ I ~ SOUTH TEXAS PROJECT 0 UNITS 1 & 2 0 8 16 24 32 40 48 56 64 72 80 88 TIME IN HOURS UNIT HYDROGRAPH 4.5 SQUARE MILES REMAINING LOCAL TO RELOCATED LITTLE ROBBINS SLOUGH Figure 2.4.3-13 Revision 0

NOTE: (D PROFILE: FLOOD OF DEC. 8, 1919: Op= 200,000 CFS AT WHARTON @ PROFILE: FLOOD OF NOV. 26, 1940: Op = 92,000 CFS AT WHARTON FLOW MILES ARE ALONG ASSUMED FLOW PATH OF HIGH MAGNITUDE FLOWS. w l-Ui 60,--------'**---~1!----.------.-----, 40~-- 0 0\\ -zo~.:==;J;==.~tt=-==:=J::==:=::~e-....::/~ 25 20 15 10 5 ~~ I-13

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~5-------*=go'=---~es';----*-ce'=-o---75 _____ 7o~----+.65~---6L0 ______ 55 _________ s-'""o*----4;";5c-----:4l,-o----=':3s=-----:30'::---~-~""~z; DISTANCE IN FLOW MILES FROM MOUTH AT GULF ~RIVER BED --- COLORADO R. WESTERN BASIN DIVIDE --- --- COLORADO R. Ei\\STERN BASIN DIVIDE .. _WATER SURFACE PROFILE SOUTH TEXAS PROJECT UNITS 1 & 2 HISTORIC BASIN SPILLAGE (PROFILES) Figure 2.4.3-15 Revision 0

0 l"'liiiii-- NOTE @-FLOW PATH STATION IN MILES ( BEGINNING OF SPILLAGE TO SAN BERNARD BASIN FOR Q = 220,000 CFS ~ (HISTORIC EVENTS) S41V 8,oRIV4/?o 84S!JV SCALE ~BEGINNING OF SPILLAGE I cmc '"""'"'"" I STP SITE ASSUMED FOR STP WATER FOR 0=913,000 CFS. SOUTH TEXAS PROJECT UNITS 1 & 2 LOWER COLORADO RIVER BASIN PLAN COLUMBUS TO GULF Figure 2.4.3-16 Revision 0

/ - .,....--; -a, EL CAMPO I ~ \\ \\ '- LEGEND ___ ASSUMED FLOW PATH @--FLOW MILE O I 2 3 4 5 10 MILES ~~~--~--~~~--~~~~~: SCALE 7 SOUTH TEXAS PROJECT UNITS 1 & 2 COASTAL ADJACENT BASINS Figure 2.4.3-17 Revision 0

NOTES: L Sec1ions are Ioken lookin<;~ upstream.

2. River mile based on distance above the mouth of the Colorado River at the Gulf.

3.Eievations based on feel above MSL. 2,:n EB

4. E B = East Bank 20

/ ~ EB

5. WB = West Bank 10 I

z I 1§ 0 \\ v 0 i== i= 0 \\ I L.__b I IJ..I IJ..I _J _J IJ..I IJ..I (-)to-(-)1 r \\ / H20 (-]20 30 0 100 200 300 400 0 100 200 300 400 l!_r-DISTANCE IN FEET DISTANCE IN FEET 20-~ ~ v SECTION A SECTION c z 10 (RIVER MILE 14.0) 0 I (RIVER MILE 12.6) i== (SPILLWAY) ~ IJ..I 30 _J 0 \\ L IJ..I WB }.!!. (~)10 20 20 / ~ F z \\ L (-)20-10 0 10 z \\ I i= \\ I 0 100 200 300 400 450 0 DISTANCE IN FEET i== w 0 0 \\.. _J l v SECTION E IJ..I .J w _J ~ L':--.. / IJ..I HIO (RIVER MILE 16.4) (-l!O \\ f \\ / (i REACTORS) H2o H20 0 100 200 300 400 0 100 200 300 400 DISTANCE IN FEET DISTANCE IN FEET SOUTH TEXAS PROJECT SECTION B SECTION D UNITS 1 & 2 (RIVER MILE 13.4) (RIVER MILE 14.6) (MAKEUP PUMP STATION) COLORADO RIVER TYPICAL CROSS SECTIONS Figure 2.4.3-18 Revision 0

_J U) 1-w w LL ~ z 0 ~ w _J w 50 I I I I I II I. ' ~06 1 -9" OVERALL 50 1-9" 90'-o" 12~'-o" [. 40 30 ~ 20 10 0 u"'"!J'T ~~~ 5 NAVIGATION CHANNEL---::::o c....- ///.-:/// I (-)I (-)20 NOTES: SECTION TAKEN LOOKING UPSTREAM. ELEVATIONS BASED ON FEET ABOVE MSL. RIVER MILE 15.8. r I '%?, fj_ I ' I : J_., L __ ~;----NAVIGATION FENDERS.....SiJ ~--J 90~0" -,r,Jifflf l __ j "' ~'-9" I 50 40 20 r-n-, 1 / v* 10 LJ 0 (-)10 (-)20 SOUTH TEXAS PROJECT UNITS 1 & 2 FM 521 BRIDGE CROSS SECTION Figure 2.4.3-19 Revision 0

40 40 ST~ RESERVOIR MBANKMENT 30 1--J I I I 30 :::; / ~ ~ 20 20 1- ~

---

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\\__ I I w 01---- ---f--- _l,_~ --- - !------- !--------f----- 0 w ~ w I I HID* -I - -(-)10 (-)20 I L-~ -(-)20 160 150 140 130 120 110 100 90 80 70 60 "0 40 30 20 10 DISTANCE IN THOUSANDS OF FEET CROSS SECTION AT FLOW MILE 13.9 40,-------- 40 STPI RESERVOIR EJBANKMENT.-L:- 30 30 iii ~ 20-- --f--------- -----

---

20 ~

1- \\ / ~ 1-w ~- ~ w w 10 10 w lL ~ 'V ~ w o- ~----- -------- ---~0 "' w w 1-)10 ~---- --- ---*----- (-)10 (-)20

---

--1-)20 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 DISTANCE IN THOUSANDS OF FEET CROSS SECTION AT FLOW MILE 11.5 NOTE:

CROSS SECTIONS TAKEN LOOKING UPSTREAM. SEE FIG. 2.4.3-24 FOR LOCATION OF CROSS SECTIONS. SOUTH TEXAS PROJECT UNITS 1 & 2 CROSS SECTIONS NEAR PLANT AREA COASTAL ADJACENT BASINS (Sheet 1 of 3) Figure 2.4.3-20 Revision 0

40 40 30 30 ~ ---- -~ - ~ 1--- /

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Vl 20 ~ ~ 20 "'-J v f-1- I UJ t::: UJ 10r---- 10 'T \\ t 0 --r---- 0 UJ UJ (-)10

---

(*) 10

(-)20 -(-)20 150 140 130 120 110 100 90 eo 70 60 ~0 40 30 20 10 DISTANCE IN THOUSANDS OF FEET CROSS SECTION AT FLOW MILE 15.4 40 40 STJ RESERVOIR ELBANKMEN.,... _i-+--- -~- 30 30 _..J I v---- ~ ~ Vl '\\.. ------ " ~ -) ~ 20 20 ~ ~ w f-10 w 10 w L J w 0 w 0 w w (-)10

---

1-110 i-)20 150 140 130 120 110 100 90 80 70 60

,o 40 30 20 10 DISTANCE IN THOUSANDS OF FEET CROSS SECTION AT FLOW MILE 14.9 NOTE: CROSS SECTIONS TAKEN LOOKING UPSTREAM. SEE FIG. 2.4..3-17 FOR LOCATION OF CROSS SECTIONS. SOUTH TEXAS PROJECT UNITS 1 &2 CROSS SECTIONS NEAR PLANT AREA COASTAL ADJACENT BASINS (Sheet 2 of 3) Figure 2.4.3-21 Revision 0

40 40 30 r--__ / ......-- -30 ~ I / ~ ~ ~ U) 20 ~ ~ v 20 w w w 10

• 10 w

lL w 0 J 0 w w w (-)10 (-)10 (-)20* f--* (-) 20 120 110 100 90 90 70 60 50 40 30 20 10 DISTANCE IN THOUSANDS OF FEET CROSS SECTION AT FLOW MILE 18.4 40 40 30- / 30 ~ - !---- ~ - ~L Ill ~ 20 20 :s I r \\( w w w 10 10 ~ u v w 0 0 w J w w (-)10 (-)10 H2o-(-)20 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 DISTANCE IN THOUSANDS OF FEET CROSS SECTION NOTE: AT FLOW MILE 15.9 CROSS SECTIONS TAKEN LOOKING UPSTREAM. SEE FIG. 2.4.3-17 FOR LOCATION OF CROSS SECTIONS. SOUTH TEXAS PROJECT UNITS 1 &2 CROSS SECTIONS NEAR PLANT AREA COASTAL ADJACENT BASINS (Sheet 3 of 3) Figure 2.4.3-22 Revision 0

3,000 2,000 ~1,000 U BOO 0 0 600 g 400 z t----""'h w (!) ~ 20

I:

u (/) Cl ~:) 10 ri 0:__!_ 8 0 6 0 4 0 ~ ~!!!-- 1"-~ II II VI 1---- I I I/; I I 0 0 ~ ~ ~~-~-.,;'"-r--.<<>*- -* ~~-= 1-------:~-.;--r-"'-"' t-1"-~- f---: I I I I I I I TRES PALAClOS CRK. ENVELOPE PMF L I I I 7 360,000 CFS --f r-j--j- --j-fl (SE~__F~ 2.4 3-1~ L~ II I I v I I I 10 20 30 40 ~0 60 70 8 0 NOTE: ASSUMES VERTICAL WALLS AT BASIN DIVIDES ELEV.- FEET (MS L) SOUTH TEXAS PROJECT UNITS 1 & 2 TRES PALACIOS CREEK RATING CURVES Figure 2.4.3*23 Revision 0

3,0001-.-----...---.-----.---~---~--~--~ 2,ooo+----+---/-) l_l_"! __ /;!j-~l-i-.!?"!_l_,,_::.--;-. +-/-,_::.--"'... =-. -t--1,_~-~-"---r\\-<<-~-'ll-;::-~ ":i'.,.s ~ I,OOO~===+/-=i-3-~=;2~*E ':==Jl:_=~~~~/~/~,/~=~ u eoo! I I II .L / o t_-_-_-_-_-4_c_.. {1~-f-1~+=_~;-hr;.C_---1-YI---':._--_-_-I-!1-r=_~~-~I_Tr-"T~I;f-11-~~~~--: o soo+ L I II I L I I I I ~- I I. II I I I I I ~ 400 r----IJ--j--p--f- -f--jj i 1\\ i w / il:"'ll 1 1 1 1 v 't~~~*3Ba ~~~ (!) I ~II L COLORADO R. BASIN roo+----/-+-+--1--/Jl / l_ ~ 100+/-===1==ti=t~t=~==/+=~~;i/=1~====t======t====~ 80*~~---+-~-~1 --L-4~~-f-----t-----r---1 601t-----+----~--4---~-----t----r--~ 4oL----~---~~--~--~5~0~-~s~o---,7to--~so 10 20 30 40 NOTE: ASSUMES VERTICAL WALLS AT BASIN DIVIDES ELEV.-FEET (MSL) SOUTH TEXAS PROJECT UNITS 1 & 2 COLORADO RIVER RATING CURVES Figure 2.4.3-24 Revision 0

3,00 0 2,00 0 t21,00 U eo 0 0 0 60 o_ 0 z w (!) 40 0 a:: 200 <t

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(.) en 0 100 eo 60 4 0 I I I I I I 77 II I /; r----1 rl-!11-- II Pf r.§ I 7 T TT T I I T 77 IT 7 'I I 0 I_ I_ ~*

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~ ~ tp.-0} '<-----~*---~-tV-A i/J~!/ /;: I I I II 7 I I II I I I r/7 I I I I 1 I ~7---f-- --/--r--~-- 17 I I I -, I I I I I I 0.,- "' It li I 7 I 7 7 I 7 I I 1/ v j,--7~---- ENVELOPE P "l:"" "' 240,000 c EK MF FS

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EE FIG. 2.4_3-1 I I I I I I 7 I I I 10 20 30 40 50 60 70 eo NOTE: ASSUMES VERTICAL WALLS AT BASIN DIVIDES ELEV.-FEET (MSL) SOUTH TEXAS PROJECT UNITS 1 & 2 PEYTON CREEK RATING CURVES Figure 2.4.3-25 Revision 0

NOTE: 35.--------.-------,-------,,-------,--------.-------,--------.---- ---,-------.-------. I L---+-+--t---1--- -""-==---+-~----t----- -

---

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30~-------+--------~-----------~~------~c~ ~..-------+--- 25 -- --- ---~--[--- -----1------+---------- ---1---- w* t-20 u; ---+----~-~ - -+-- ----- --. - t----- --~

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OL-------~------~------~------_L------_L------~------~~----~~----~~----~ 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 INFLOW AT BAY CITY IN lOOOCFS ASSUMES SPILLAGE INTO PEYTON CREEK AND TRES PALACIOS CREEK BASINS COINCIDENT WITH A TOTAL BASIN PEAK SPF IN EACH OF THOSE TWO BASINS SIMULTANEOUSLY. SOUTH TEXAS PROJECT UNITS 1 & 2 DISCHARGE RATING AT SITE (BAY CITY 0 VS STP STAGE) Figure 2.4.3-26 Revision 0

10 -----------

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0 (/) a a_ LL 0 :! + X u a a 1-r"" (.) 5 ~ g + w <D 0 a w <D <.? 0 <t a: w 3 >~ <t 2 --.L.-..;-F ~ ~ ~- ---'----1

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---

FLOW MILE 31.0

---

FLOW MILE 28.0

---

FLOW MILE 24.7

-- * --FLOW MILE 21.4 ---::>-FLOW MILE IBA

---

FLOW MILE 15A 300 400 500 600 700 800 DISCHARGE IN 1,000 C FS NOTE VELOCITIES BASED ON HEC-2 BACKWATER RUNS.

900 ~-I 1,000 1,100 1,200 1,.300 1,400 SOUTH TEXAS PROJECT UNITS 1 & 2 COLORADO RIVER VELOCITY-DISCHARGE RATING CURVES Figure 2.4.3-28 Revision 0

COLORADO RIVER BASIN ---WATERSHED BOUNDARY LINES SCALE BERNARD RIVER BASIN ~ G 7MILES DETERMINATION OF FOR BASIN FLOFETOCH LENGTH DING

~ cii w LJ._ 0

z 0

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<( CD w 500 0 500 FEET SCALE EMBd:KMENT (TRANSLATED) 200' TRANSLATION 80 SECTION A-A 0 SCALE 80 FEET SOUTH TEXAS PROJECT UNITS 1 & 2 EXTREME APPROXIMATION OF EMBANKMENT FAILURE BY DOWNSTREAM TRANSLATION Figure 2.4.4-4 Revision 0

t 1 UNIT NO.2 q UNIT NO. I f(l I'-( I ~ ~=====J~'oo.i! soo' tl~ " CONSERVATIVE EQUIVALENT TO TRANSLATION SCALE SOUTH TEXAS PROJECT UNITS 1 & 2 TRANSPOSED EQUIVALENT BREACH OPENINGS FROM EXTREME APPROXIMATION Figure 2.4.4-5 Revision 0

t f1'+'tl-~~ I 400~ I TRANSLATION EQUIVALENTS SCALE SOUTH TEXAS PROJECT UNITS 1 & 2 COMBINED CONSERVATIVE EQUIVALENT BREACH FROM EXTREME APPROXIMATION Figure 2.4.4*6 Revision 0

l I NO. 2 (COARSE) I L __ 1,000 0 1,000 FEET ~~---~-IIJii-;;;}..,j~--..... ~1 SCALE I' ~i 0 0 tpfJJ NO.2 (FINE) ,L-. *-----'--""** --.. -t-_- ' '... __ ___l_ ~:"'--;::==-=--J=-* ----1 L_ _ ---.-.- SOUTH TEXAS PROJECT UNITS 1 & 2 LIMITS OF COARSE AND FINE GRIDS USED IN TWO-DIMENSIONAL ANALYSIS Figure 2.4.4-7 Revision 0

56! I I 52 I I I / 48 / I ~ I I <I) I I

E 1--

44 II I w w u... 2 0 I i= I I, <1: > 40 I w w i I 36 I I I i 32 ~-~ I I I 28 ~PLANT GRADE EL. 28.0 0 1000 2000 3000 4000 BREACH LENGTH, FEET SOUTH TEXAS PROJECT UNITS 1 & 2 BREACH LENGTH VS MODEL NO. 1 ANALYSIS RUNUP ON PLANT STRUCTURES Figure 2.4.4*8 Revision 0

t EMBANKMENT EMBANKMENT CREST EL. 65.75 70 6 5 i I [PLANT GRADE EL. 26.0 =r U) 60 ~ I 0 I Ft:: t-55 LLJ I.LJ 1.1..5 I z 045 ~ >40 LLJ ...J I.LJ35 30 25 I I I 1/ NOTE: I \\ \\ \\ \\ I \\ I '-----\\--1 \\ \\ \\ \\ FLOW lilrroo \\ t 0 ENVELOPES OF MAXIMUM WATER SURFACE ELEVATIONS (j) ALONG WEST SIDE OF UNIT NO.I, 1890' BREACH @ALONG EAST SIDE OF UNIT N0.2, 1890' BREACH @ ALONG WEST SIDE OF UNIT NO.I, 420 1 BREACH @ALONG EAST SIDE OF UNIT N0.2, 420' BREACH PROFILES SHOWN ARE BASED ON ENVELOPE OF MAXIMUM WATER SURFACE ELEVATIONS RESULTING FROM CALCULATIONS UTILIZING MODEL NO. 2 AND A MANNING S n VALUE OF 0.046 t~+I REACTOR CONTAINMENT ll PLANT ~~ _L£~ --*-=*-*--"="-'~::....=:>-<= ~ 500 DISTANCE IN FEET STRUCTURES R I I I I I I I II ---~- I I I I 1-L .. -i.J -- II

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1,000 SOUTH TEXAS PROJECT UNITS 1 & 2 FLOW PROFILES BETWEEN STRUCTURES 420FT. BREACH VS. 1890 FT. BREACH Figure 2.4.4-9 Revision 0

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_l 0 (.) LINE NUMBERS 60 55 50 45 40 35 30 25 20 15 10 () , I 75 70 I I

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~-- , r ~ 35 MODEL EMBANKMENT, -- 30 , ft. EMBANKMENT 2Q I ; I I l5 t I

; I 10 5

0 0 200 400 ~ SC.U.£ IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 PLANT LAYOUT FOR MODEL NO.1 ANAL YSlS Figure 2.4.4-10 Revision 0

• ~

50 45 rof-EMBANKMEN 40 (J) z Q f-u 35 w et:: 0 r l X 6 (J) 30 !l f--L... ~if" N0.2 I a:JO: w ..JCD -<t::!i ~ 2 25 WI Q.lii"NO.I I >-w '1 f-z 5 ::::i 20 L...~ V, I r- ~JMITS OF <t v w "/ I NE GRID I MODEL 0 } N ECP 15vv I I f-I \\ I I (J) 10/ I I Q , ___ I a: 1-J ~ (9 L_ LO

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I t-5 l__o 5 10 15 20 25 30 35 COLUMN NUMBERS 0 1000 2000 3000 FEET SCALE NOTE: ONLY EVERY FirTH GRID LINE IS SHOWN SOUTH TEXAS PROJECT FOR CLARITY OF PRESENTATION. ONE GRID UNITS 1 & 2 SPACE EQUALS 210 FEET EACH DIRECTION. COARSE GRID AND PLANT LAYOUT FOR MODEL NO.2 ANALYSIS Figure 2.4.4*11 Revision 0

NOTE: z 78 75 70 65 so 55 50 0 45 <J

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40 0"' ~!: ~..J 3!5 ...J... u a: 30 1-u... 5! I

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u... a: I Ill 1/ 0 "' ~ 10 I I~EI BANK ENT I I I I _r UNIT NO.2 h L u-I Lr UNIT NO. I 1-*- r L u I~ ~ [1/(,P 11\\ i ~ ~ J/!J w ~~ I I~ ~ A~ Vj>> I IV ~ w ] w I I I I ~ ~gp ~ ECP ~~- I ~ f'7 ~ ~ ~ ~ I i t-== ~ I I I I I I 15 20 25 30 35 40 45 COLUMN NUMBERS 0 500 1000 ~ SCALE IN FEET ONLY EVERY FIFTH GRID LINE IS SHOWN FOR CLARITY OF PRESENTATION. ONE GRID SPACE EQUALS 70 FEET EACH DIRECTION. SOUTH TEXAS PROJECT UNITS 1 & 2 FINE GRID AND PLANT LAYOUT FOR MODEL NO. 2 ANALYSIS Figure 2.4.4*12 Revision 0

l I M DE Ull DIN~ M< DEJ E UIL PIN~ ' --:-/ !/ i i I I I I I I I i MODEL OF CONTAINMENT I I 'BULGE'---...., I I I I I I \\ I 1/ \\ 1/ i I r\\ \\ I I I I J ~ I I I I i L I UN II ~Nil I 1 ~1 I I i I I I I I I I 0 100 200 400 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 GRID POSITIONS ON PLANT LAYOUT FOR FINE GRID ANALYSIS Figure 2.4.4-13 Revision 0

()' w: a:* <D: --EMBMJK.'>1ENT SEE FIG. 2.4 4-7 ~OR GRID ORIENTATION SOUTH TEXAS PROJECT UNITS 1 & 2 BREACH LOCATION FOR MODEL NO.3 ANALYSIS Figure 2.4.4-14 Revision 0

n Q_RoSERVOIR i 1101 EMBANKMENT .---,H~l--- 6 ~:----~~ -n \\§)~ l il il I i ~ I I I ~ASSUMED ~OUNDAHY .;1 ~ l:

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i r----*,I====~"CC ttlll ~ ]1 1) ,/Jij~-------rl ~I L_ ____ _ o~~E-rJIMENSICNAL MOCFI SOUTH TEXAS PROJECT 9;1ULAT:NG PLANT LAYOUT UNITS 1 & 2 r-------------------~ WAVE RUN UP CONFIRMATION BY ONE-DIMENSIONAL ANALYSIS Figure 2.4.4-16 Revisicn 0

30° u N T + NOTE: THIS DRAWING PREPARED FROM MAP NO. 410 PUBLISHED BY DEFENSE MAPPING AGENCY HYDROGRAPHIC CENTER. I I E 0.,.. 0 D T A 40 T E s 30° __./ --/--..J M E of 2~0 80 120 160 SCALE IN M JLES I' I r LOCATION OF LANDFALL 0 ARANSAS PASS CORPUS CHRISTl 0 BROWNSVILLE 0 HIGH ISLAND PORT O'CONNOR GALVESTON 0 FREEPORT PORT ARANSAS PORT BOLIVAR @ PORT ISABEL MUSTANG ISLAND X I c DATE: SEPT. 10, 1971 (FERN I AUG. 3, 1970 (CELIA I SEPT. 20,1967 (BEULAH) SEPT 17,1963 SEPT. II, 1961 (CARLA) AUG. 30,1942 JUNE 28 1 1929 JUNE 21,1921 JUNE 25,1959 AUG. 7, 1940 AUG. 16,1915 SEPT. 8,1900 OCT. 4,1949 SEPT. 23,1941 AUG. 13, 1932 JULY 21, 1909 AUG. 27,1945 SEPT. 14,1919 JULY 27,1943 SEPT. 5, 1933 AUG. 4,1933 AUG. I 8,1916 0 SOUTH TEXAS PROJECT UNITS 1 & 2 HISTORICAL HURRICANES LANDFALL LOCATIONS Figure 2.4.5-1 Revision 0

lliU.U. $0UA'C(-USCIIGS MAP MO lll7A OO'TWS ""f. !N FATHOMS, 01234517 SCALE IN MILES ~ ) ( l I SOUTH TEXAS PROJECT UNITS 1 & 2 DEPTH TRAVERSE FOR HURRICANE SURGE Figure 2.4.5*2 Revision 0

t I

I 1 i ~t~o***~!!!l.5-n rt w __ -~- llo* _________ ,oL""-~,..__ ____ 'f"-----~-r-* --- - \\ \\£'!"". KEY DATES J.4AGNITUOE INTENSITY (OI-29-43}

7. !5 A c T 5 IUCHTER

i' <2: MODIFIED MERCALLI SOUTH TEXAS PROJECT UNITS 1 & 2 EARTHQUAKE POTENTIAL FOR MAXIMUM TSUNAMI FLOODING Figure 2.4.6*1 Revision 0

BEGINNING OF SPILLWAY DISCHARGE CHANNEL SPILLWAY STILLING BASIN NAT. GRADE-==;.., 4/iiti!Jii/( 5220' +/- PROFILE N.T.S. (LOOKING NORTH) NAT. GRADE DISCHARGE CHANNEL TYPICAL DISCHARGE CHANNEL SECTION N.T. S. COLORADO RIVER EL(-)2.5 SOUTH TEXAS PROJECT UNITS 1 & 2 SPILLWAY DISCHARGE CHANNEL Figure 2.4.8-1 Revision 0

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~0 ...0.(/) 110-c o!!! zZ 1\\):0 0 0 c._ c m Cl (') I -f NOTE: 400' ELEV. 18.9 NORTH TO ELEV. 7.2 SOUTH------. SECTION TAKEN LOOKING SOUTH. (DOWNSTREAM) SCALE' l>lo'.vERTICA~ I o 60 HORIZONTAL

t.

RELOCATED SLOUGH 40' 2:1

t ORMAL MAX. OPER. S. EL. 49.0 2.5' SOIL-CEMENT \\~~~- OPER.------=-=- ~* EL.~5,*~~~~~~==~~~j ~ ORMAL MAX.OPER. S. EL. 49.0 __ __sz_ ~~IN. OPER. ~~L.25.5 1LIZED ROAD , 65.75 MIN.) SAND DRAINAGE BLANKET TYPICAL SECTION THROUGH EMBANKMENT SCALE: I" *30' D~KE 12' /STABILIZED ROAD m_LEL.52.0 2.5' SOIL-CEMENT _5L_ ___ __ _sz__ __ TYPICAL SECTION THROUGH DIKE SCALE: 1"*30' 30'- 45 1 t RELIEF WELLS---j I NOTE: SECTION SHOWN REPRESENTS TYPICAL SECTION. SAND DRAINAGE BLANKET AND TOE DRAIN APPLIES TO APPROXIMATELY 6 "to OF EMBANKMENT PERIMETER. FOR MORE DETAILS OF VARIATIONS IN THIS CROSSECTION SEE F.S.A.R. SECTION 2.!5.6. SOUTH TEXAS PROJECT UNITS 1 & 2 COOLING RESERVOIR EMBANKMENT AND INTERIOR DIKES TYPICAL SECTIONS Figure 2.4.8-3 Revision 0

I I I SPILLWAY PLAN SPILLWAY PROFILE ~ 20.J04u>68 SCALE 120 fEET ~ -:;1 r 1 .on I 1---J-j___~_j-SOUTH TEXAS PROJECT i UNITS 1 & 2 SPILLWAY PlAN AND PROFII.J! Figure 2.4.8-4 Revision 1

53 _J (/)

E t-='

lLI lLI 52 LL.. z 0 ~ c:t 51 lLI ....I lLI 0::: 0 50 0::: lLI (/) lLJ a::: 49 2000 PMF EL 52.1-~ /6 / 0 t\\J v ~FOUR /1 6' x9.5'SLIDE GATES /( 3000 DISCHARGE IN 4000 5000 C.F.S. SOUTH TEXAS PROJECT UNITS 1 & 2 SPILLWAY RATING CURVE Figure 2.4.8-5 Revision 0

U) 0 w I -"=

I:

~ ~iJ-~ (.) HYETOGRAPH FOR ~a: HYETOGRAPH FOR ~ STANDARD PROJECT PROBABLE MAXIMUM zo 5 FLOOD-FLOOD -:I: RAINFALL= 25.2B RAINFALL = 45.82' ..J ..Ja:: I ~w za. 10 <( LPROBABLE MAXIMUM FLOOD a: MAX. STAGE ELEV. 52.1 UJ. 15 (!)..J52 1----- ~~ IL U>::::i!! /NORMAL MAX. OPERATING LEVEL 49.0 ./// ~t-='so ~ ow cf---- ~ lsTANDARD PROJECT FLOOD >w 1----- ~LL.. f.----- MAX. INFLOW 123,400 C.FS.~ MAX. STAGE ELEV. 50.5 t3~48 120 .-t r; a: ui II u.; u I I ~ 100 PROBABLE MAXIMUM I I FLOOD INFLOW ~! ~ HYDROGRAPH 31: 80 I I 0..J I I LL.. 1-i ~ 60 0 STANDARD PROJECT 0 FLOOD INFLO~ ,I MAX. INrOW 49,400 C. F.S. z HYDROGRAPH ~ 40 \\~AX. OUTFLOW 0 4,2oo c.~s. rPROBABLE MAXIMUM ..J FLOOD OUTFLOW LL.. ,-1 \\. HYDRO GRAPH ~ 20 ~ ~ f\\, \\ iSTANDARD PROJECT SOUTH TEXAS PROJECT a: MAX. OUTFLOW FLOOD OUTFLOW 5 / 3,:;m C.F s1 HYDROGRAPH UNITS 1 & 2 a: w 0 I 2~ I I U) w 0 6 12 18 30 36 42 48 54 60 a: PROBABLE MAXIMUM FLOOD AND TIME IN HOURS FROM BEGINNING OF RAINFALL STANDARD PROJECT FLOOD ON COOLING RESERVOIR Figure 2.4.8-6 Revision 0

CAPACITY IN 1,000 ACRE-FEET 320 280 240 200 160 120 80 40 0 70 70 NOTE: BASED ON CONTOURS FROM INTERNATIONAL AERIAL MAPPING CO. OF SAN ANTONIO, TEXAS 60 60 MAY, 1973, WITH ALLOWANCE FOR BORROW WITHIN THE RESERVOIR ADDED. ~NORMAL MAXIMUM OPERATING ___ v H7,000 AC.I f-50 "1'-.. W.S. ELEV. 49.0 i w V' f:::: ..L-- 50 ti w 1202 700 AFl---" w LL LL z CAPACITY__....,... P" ~ AREA-~ z 40 z 0 40 Q Ei f- ... ~ ~ w w ..J ..J w 1'-.... w 30 30 MIN. OPERATING W. S. EL.25.5 !\\ ....... ~ I ~- -~690Acrl ~" ~ ~ ~ 2~ 20 L--I--~ f38 150 AF \\J \\ / II 10 10 SOUTH TEXAS PROJECT 0 I 2 3 4 5 6 7 8 UNITS 1 & 2 AREA IN 1,000 ACRES AREA-CAPACITY CURVE COOLING RESERVOIR Figure 2.4.8-7 Revision 0

0 0 l Radial Angle From Cosine Radial Cosine 2 Central Length X Radial A 42° .743 3,200 1,770 8 3S 0 .809 3,500 2,290 c 30° .8SS 3,800 2,850 D 24° .914 4,150 3,470 E 18o .951 4,700 4,250 F 12° .978 5,400 5,170 G so .995 18,900 18,710 H oo 1.000 17,000 17,000 J so .995 15,000 14,850 K 12° .978 13,550 12,960 L 18° .951 12,500 11,310 M 24° .914 11,200 9,360 N 30° .866 3,450 2,590. p 3so .809 2,000 1,310 Q 42° .743 1,350 750 TOTAL' 13.512 108,640 F _ 108,640 6 - 13.512 8,040 fl. 1.52 mi. 0 1000 2000 3000 4000 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH INTAKE STRUCTURE Figure 2.4.8-8 Revision 0

0 0 l Radial Angle from Cosine Radial Cosine 2 Central Length X Radial A 42° .743 3,300 1,82.0 B 36° .809 3,800 2.,490 c 30° .866 4,500 3,370 D 24° .914 5,600 4,680 E 18° .951 7,500 6,780 f 12° .978 9,000 8,610 G 6" .995 10,000 9,900 H o* 1.000 11,350 11,350 J 6" .995 13,250 13,120 K 12° .978 16,200 15,500 L 18° .951 4,500 4,070 M 24° .914 3,800 3,170 N 30° .866 3,500 2,620 p 36" .809 3,350 2,190 Q 42° .743 3,250 1,790 TOTAL: 13.512 91,460 91,460 Fe= 13.512 6,770 ft. 1.28 mi. 1000 2000 3000 4000 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH DISCHARGE STRUCTURE Figure 2.4.8-9 Revision 0

0 0 Radial Angle From Cosine Radial Cosine 2 Central A 42° B 36° c 30° D 24° E 18° F 12° G so H oo J so K 12° L 18° M 24° N 30° p

• 36° Q

42° TOTAL: F _ 95A70 e-13.512 Length X Radiol .743 5,450 3,010 ,809 5,350 3,500 .866 5,350 4,010 .914 5,450 4,550 .951 5,800 5,250 .978 6,400 6,120 .995 7,250 7,180 1.000 13,100 13,100 ,995 12,400 12,280 .978 11,700 11,190 .951 10,750 9,720 .914 10,100 8,440 .866 9,500 7,120 .809 .743 13.512 95,470 7,065 ft. 1.34 mi. 0 1000 2000 3000 4000 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH MAKEUP STRUCTURE Figure 2.4.8-10 Revision 0

0 0 l .l Radial Angle From Cosine Radial Cosine 2 Central Length X Radial A 42° .743 9,950 5,490 B 36° .809 10,300 6,740 c 30° .866 10,750 8,060 D 24° .914 5,350 4,470 E 18° .951 5,650 5,110 F 12° .978 6,200 5,930 G 6" .995 6,950 6,880 H o* 1.000 18,900 18,900 J 6* .995 16,800 16,630 K 12° .978 14,500 13,870 L 18° .951 12,800 11,580 M 24° .914 11,600 9,690 N 30° .866 10,700 8,02.0 p 36° .809 3,600 2,360 Q 42° .743 1,100 610 TOTAL: 13.512 124,340 F _ 124,340 e-13.512 9,200 ft. 1.74 mi. 1000 2 000 3000 4000 I SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH SPILLWAY Figure 2.4.8-11 Revision 0

0 0 l Angle From Cosine Radial Cosine 2 Radial Central Length X Radial A 42° .743 8,050 4,440 B 3S 0 .809 9,150 5,990 c 30° .B6S 16,050 12,040 D 24° .914 15,450 12,910 E 18° .951 13,500 12,210 F 12° .978 11,600 11,100 G so .995 8,950 8,860 H oo 1.000 14,700 14,700 J so ,995 14,000 13,8SO K 12° .978 13,400 12,820 L 18° .951 12,900 11,670 M 24° .914 10,700 8,940 N 30° ,866 8,800 S,SOQ p 3S 0 .809 7,500 4,910 Q 42° .743 S,S50 3,670 TOTAL 13.512 144,72 0 144,720 Fe= 13. 512 10,710 ft. 2.03 mi. 1000 2000 3000 4000 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH SOUTHEAST EMBANKMENT Figure 2.4.8-12 Revision 0

0 0 l Radial Angle From Central A 42° B 36° c 30° 0 24" E 18° F 12° G 6" H o* J s* K 12° L 18° M 24° N 30° p 36° Q 42° TOTAL: 151,490 Fe=~ Cosine Radial Cosine 2 Length X Radial .743 6,800 3,750 .809 7,550 4,940 .866 8,600 6,450 .914 10,100 8,440 .951 12,400 11,210 .978 14,500 13,870 .995 15,700 15,540 1.000 17,300 17,300 .995 13,200 13,070 .978 14,650 14,010 .951 14,900 13,480 .914 14,650 12,240 .866 9,950 7,460 .809 8,500 5,560 .743 7,550 4,170 13.512 151,490 11,210 ft. 2.12 mi. 1000 2000 3000 4000 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH SOUTH EMBANKMENT Figure 2.4.8-13 Revision 0

1 I 0 0 Radial Angle From Cosine Radial Cosine 2 Central Length X Radial A 42° .743 1,500 830 8 36° .809 2,100 1,370 c 30° .866 3,000 2,250 D 24° .914 5,300 4,430 E 18° .951 12,850 11,620 F 12° .978 14,800 14,160 G 6* .995 17,450 17,280 H oo 1.000 18,300 18,300 J 60 .995 9,400 9,310 K 12° .978 7,950 7,600 L 18° .951 6,950 6,290 M 24° .914 6,250 5,220 N 30° .866 11,700 8,770 p '360 .809 10,950 7,170 a 42° .743 10,400 5,740 TOTAL: 13.512 120,340 120,340 Fe=~= 6,910 fl. 1.69 mi. 0 1000 2000 3000 4000 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH SOUTHWEST EMBANKMENT Figure 2.4.8-14 Revision 0

a o j Radial Angle From Cosine Radial Cosine 2 Central Length X Radial A 42° .743 3,100 1,710 B 36° .809 6,700 4,390 c 30° .866 7,750 5,810 D 24° .914 9,150 7,640 E 18° .951 11,200 10,130 F 12° .978 14,900 14,250 G so .995 17,950 17,770 H oo 1.000 18,400 18,400 J s* .995 5,050 5,000 K 12° .978 4,500 4 300 L 18° .951 4,050 3,660 M 24° .914 3,850 3,220 N 30° .866 3,750 2,810 p - 36° .809 3,800 2,490 Q 42° .743 3,850 2,130 TOTAL: 13.512 103,710 103,710 Fe=~= 7,680 ft. 1.45 mi. 0 1000 2000 3000 4000 SCALE IN FEET SOUTH TEXAS PROJECT UNITS 1 & 2 DETERMINATION OF EFFECTIVE FETCH NORTH EMBANKMENT Figure 2.4.8-15 Revision 0

~ N- ."~ ' \\ /c SCALE TOPOGRAPHIC FEA OF SITE VICINIT~URES

MATAGORDA SAY LEGEND ,,,,,_.,,,,,,,*,:*,,:::,* 1930 ,.,...... ~ ..... ~ 1933 1956 of Mf EAST MATAGORDA BAY X I C O DISTANCE IN MILES SOUTH TEXAS PROJECT UNITS 1 & 2 GROWTH OF COLORADO RIVER DELTA Figure 2.4.9-2 Revision 0

9~ 8 1\\ II I I 7 \\ II I I 6 I I I _J I I (!) ~ 5 I I 1--- I I I I w w 1>.. 4 ~ 1\\ II z \\ II ~ 3 1--- <( ~ w I ....J w 2 II I ~'t-- I i'-)'.... I !"---1'---.. I 0 I ....... r--. r--..1 -I ~ 0.01 0.05 01 02 0.5 I 2 5 10 20 30 40 50 60 70 80 90 95 98 99 99.5 99.8 9S9 99.99 PERCENT OF TIME GREATER THAN OR EQUAL TO NOTE: DATA BASED ON WEST SOUTH TEXAS PROJECT LOCK ON COLORADO UNITS 1 & 2 RIVER AT G. I. W. W. AND TIME PERIOD 1957-1972 COLORADO RIVER LOCKS RIVER ELEVATION VS. PERCENT OF TIME GREATER THAN OR EQUAL TO Figure 2.4.11-1 Revision 0

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• 70 ' (gfl0/ 75)eorln 604*

336' - 700' -RrlOq L.A. Wegner Broug4n 8 Lloyd

• 1 340'~660' Stonollnd Oil a Gos fred~ Robbins +tl Maonolla Petroleum Co.

W. W. Rugeley ttl Borin; G07

• ;~~.:~;;s' NOTE:

See Figure 2.4.13-3A, B & C for definition of deep confining zone and deep aquifer zone. LEGEND DMP oquUer lone borinQI wllh pltzom~H.,I for SOUTH fE XAS PROJECT. 0 Deep aqulltr 1one boring ror SOUTH TE)(A$ PROJECT. -¢-' Oil or gas 1111 wells wllh eleelrlc log* In the d.-, oqulfer 1on1, -27.10' Ele... otion of piezometer level on Jonuoty 3, 19.,~ 300'-n.5' Depth lnten~al In which arlulan pr.nurt II mDosurod by piezometer. 2000 4000 &000 6000 SCALE-FEET

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.297 .074 OIAMETEA OF PARTICLE,. Mlt..LIM(TERS I SAND I CCARSE I WEDIUW. I FINE 342' depth NOTE: 453' depth Sieve-size distribution 545' depth analysis performed only. 620' depth SOUTH TEXAS PROJECT UNITS 1 & 2 GRAIN SIZE ANALYSIS OF DEE? AQUIFER ZONE SANDS Figure 2.4. 13*2 Revision 0

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I 0 ( SOUTH TEXAS PROJECT UNITS 1 & 2 GROUND-WATER CONTOUR MAP DEEP AQUIFER ZONE (1973) Figure 2.4.13-7 Revision 0

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~ I K 11!50--QU28 WW-3 11' 8 100 zoo 300 SCALf-F££T PUMP T£ST Na3 LEGEND 8 Pum~ Tut Well SOUTH TEXAS PROJECT UNITS 1 & 2 PUMP TEST LAYOUT PLAN Figure 2.4.13*9 Revision 0

Electric Dischar~e pipe power o**ifica weir for flow meter tourcs---1~====:0"' Clay Sill_ a Clay Fine Sand Clay IH'A--- s" diameter steel casing i--+'~1--- 4" diameter water dischar~e pipe Submersible water pump --,-,ri--- 8" diameter well screen with 0.035 openinQs SOUTH TEXAS PROJECT UNITS 1 & 2 TYPICAL PUMP* TEST WELL CONSTRUCTION Figure2.4.13-10 Revision 0

0 ~ I f" or 2" blank P.V.C. pipe Coarse sand filter Bentonite pluQ (omitted in some piezometers) ~ Cement <;~rout backfill Screen Dttoil L* 2.0' I. 0.' 1.5"

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• 0.010" Aquifer

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0 ConfininQ layer below aquifer I NOT TO SCALE SOUTH TEXAS PROJECT UNITS 1 & 2 TYPICAL PIEZOMETER CONSTRUCTION Figure 2.4.13*11 Revision 0

NORTH Cosden Petrokum Corporation W.O. Cornelius Uorf No.2, Well No.I H. Ho:rison, A-46 SP R ( :.~. ~~~~':~~)

• o-o~'"i~

-H+ f-----1 l Scale-Mrles

• -?<.*-

Stanolind Oil 6 Gas Co. F. S. Robbins No. I

c. H. Vandeveer, A -195 SP R

( ~.~ o~*;;*;t1) 2Cmt oftMt... ~,.. 1+~ ...... *('.. c c s: ) c = ':,e_ 3; ~ ?-c r ~ . ~ //,/, / / / / Fresh woter West*rn Nolotol Gas Stale Troc.J 608 1 No.I SOUTH Loc~;~ted rn Tres Poladou* Boy LEGEND Oil Test Well Description Operator: L-...,.,. ond w*ll: Survey and Abttrad ro.: Borehole Geophysical Loqs R Resu:tMty SP Self Potential SQlMlCE: SP R ModirtcCJtion ol Figtn 33 from Hammond, 1969. -200 -400 -600 :;; ~ -9JO 6- ~ .J -klOO -1200 -1400 SOUTH TEXAS PROJECT UNITS 1 & 2 PROFILE SHOWING SALTWATER WEDGE IN THE DEEP AQUIFER Figure 2.4.13-12 Revision 0

ORIFICE FLOW METER FLOW REGULATION VALVE GROUND SURFACE LLJ u <( ~ a:

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LOCATION OF CENTRALJZERS ~ STATIC WATER LEVEL CASING - 2 FT. EXTENSION ABOVE GROUND SURFACE 24-IN. O.D.-281-IN. WALL PIPE, lilt:~~~ BLACK STEEL SURFACE CASING (0-46 FT.) 28-IN. DIAMETER REAMED HOLE GROUT 16-IN. O.D. -.375-IN. WALL PIPE. BLACK STEEL SURFACE CASING 20-IN. DIAMETER REAMED HOLE EDUCTOR PIPE 11-T'~-- PUMP BOWL SETTING (200-209 FT.) ~f'----10-IN. I.D.-.279-IN. WALL PIPE, BLACK STEEL LINER PIPE 24-IN. DIAMETER UNDERREAMm HOLE FILTER SAND 10-IN. !.D. PIPE BASE, BAR WELDED, STAINLESS STEEL, WIRE WRAPPED WELL SCREENS (.040-IN. SLOT SIZE) SET OPPOSITE DEEP AQUIFER SAND STRATA

• SCREENED INTERVALS: 290 - 305 FT 336 - 346 FT 448 - 464 FT 550 - 564 FT 620 - 630 FT 640 - 670 FT SOUTH TEXAS PROJECT UNITS 1 & 2 WELL SCHEMATIC DIAGRAM Figure 2.4.13*13 Revision 0

1~-----.----_J*~ SOUTH TEXAS PROJECT UNITS 1 & 2 WATER WELL INVENTORY MAP Figure 2.4.13-14 Revision 0

BOUNDARY t SITE PIEZ0t1ETRIC LEVELS ARE INTI::RPRETED FROM DATA IN REF. 2.4.13-2 I BOUNDARY t PIEZOMETRIC LEVELS ARE INTERPRETED FROf1 DATA IN REF. 2.4.13-2 PIEZOMETRIC LEVELS ARE INTERPRETED FROM DATA IN REF. 2.4.13-2 SITE BOUNDARY PIEZ 606 -35 PLANT ALL READINGS ARE BASED ON DIRECT MEASUREMENTS OF PIEZOt*IETRIC LEVEL OF TilE DEEP AQUIFER ZONE AT STP SIT[ t (2) LEGEND ALL READINGS ARE BASED ON DIRECT MEASUREMEtHS OF PIEZOMETRIC LEVEL OF THE DEEP AQUIFE~ ZONE AT STP SITE

1.

1951 PIEZot~ETRIC LEVEL (FT) ELEVATION BASED ON MSL CONTOUR INTERVAL 5 FEET

2.

1967 PIEZot1ETRIC LEVEL (FT) ELEVATION BASED ON MSL CONTOUR INTERVAL 10 FEET

3.

1973 PIEZot*IETRIC LEVEL (FT) ELEVATION BASED Otl 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. e CONTROL POINTS - DEEP AQUIFER PIEZ0t1ETERS ADJACENT TO WELL NO. 5 WHICH IS USED TO SUPPLY CONSTRUCTION MAKE UP REQUIREt1ENTS SOUTH TEXAS PROJECT UNITS 1 & 2 HISTORIC PIEZOMETRIC LEVELS OF DEEP AQUIFER ZONE Figure 2.4.13-15 Revision 0

,OJ.P "' '"'""' 4""' ".. t>",a,tl>,a,""' ""' ~OJ roo ~ ro'~- ro"> ro.. ro" roro ro"- ro" ro"' '\\Q ~"' '\\":! I 0 ,OJ ,OJ ,OJ ~ ~ ~ ,OJ ~ ,OJ ,OJ ~ ~ '"' ,q, ,~ ,OJ ~ ~ !I ll\\. ~ 10 I~

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P' '~'~--..,. In-I t.. f -G" 'tt"' ~ 2!1 F ~ ii A--4 TAT 80-23-301 TA 09-201 ~ 30 Will -... h !1!17 I! \\ /,...-Jd~"' 'no' \\ it 3!1 ~ }{ \\ 40 ~ v TA-80-16-301 Ulll IIDth 823' 4!1 I' (/) ~ ~* 0 A. ......... -t c: ~~ ~ -i m-t c::X: ..,m )>, Z-i .0~ -m c< -ix NOTES: -m .... (/)> ~0 L Compiled from Texas Department of Water Resources water 1 eve 1 measurements. N<D -"(/) 0~

2.

For well location see Figure 2.4.13-14 z, Ro"'C m< ~:xJ

3.

Numbers for these wells correspond to the Texas Water Development -:;)> oo::! 0 Board state numbering system.. See end of Table 2.4.13-1 for "O c.. explanation. ID ~z ~- V' m 0

4.

For sereened intervals in wells see Table 2.4.13.1. c;* -i 0

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N 370,000 N 360,000 N350,000 N340,000 0 0 0 6 "'j UJ ";?:> \\ 0 0 0 0 '<t <"i UJ \\ J I I MAIN COOLING / RESERVOIR /// ?/ 601A I 0 0 0 0 1.0 0'1 ,,j 0 0 0 0 " N UJ NOTE: CONTOURS AT PLANT SITE REFLECTING TEMPORARY LOCAL DEWATERING ARE NOT SHOWN. --- 18 ELEVATIONS IN FEET MSL. JUNE 1986. -?- DASHED AND QUERIED WHERE INFERRED. -- -- 9 SUPPLEMENTAL CONTOURS USED TO SHOW DETAIL. SITE PIEZOMETER SCALE-MILES 0 2 SOUTH TEXAS PROJECT UNITS 1 & 2 GROUND WATER CONTOUR MAP LOWER SHALLOW AQUIFER ZONE Figure 2.4.13-17A Revision 0

July Aw;utf St,ptlft'br October O.cambar Jon I 10.. 10 II I iO II 10 II I 10 II 10 II fiO.. IOZI I 10

• 10 It JIOII&OIS.

'1-ICS" 6--,:~-., ...J P-1'--- V' 6[-L

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r---....., ,.._~ j 2:1. I !zz Piezo mt1er 501 EPRESENTATIVE HYOR~GRAPH lPPER SHALLOW AQUIFER 1 rcr: I I I 20-40 FEET DEEP II ...J "'-~r-r~--c ra' jO' II) 1\\ 1"-' -c 0 ~ REPRE~ Nt TIVE HYOROGRA H .f *1--1-PTT" er iol AI LOWER SHALLOW rUIFER ZONr 7 I I I I I 7°1 1l° FfEI rr -II ul ~ -10 j -ZI f~PkJEJA JE Jy R G~~H i Pi~zo 1 merer 1 4(4 1 j' DEEP AQUIFER ZONE., u.-zz 295-293 FEET DEEP 2.0 i I I I RAINFALL 1.0 NO DATA RECEIVED 0 11 II 11 I ...J 1/ I I " l. 1/ i\\ ..._} f.-1-1-" ~"'--t-It-- 1'8' OOLDRADO IVER !AT,:§_ su 1 iA E 1 1 1 1 1 OBSER'.( TION SOUTH TEXAS PROJECT NOTES* I. "iwer ltvel rneoturem.ntt madt at UNITS 1 & 2 FM RC?ad.521 btidge apprcxima*ly two ""'" eaat of atte.

2. Rainfall ntlaturlfhlnfl from Sau1h Tta.aa Proi.tct meteorDiogico I rowe t 3 Linearity bttwHn obMrvatton pol'ttt WATER LEVEL OBSERVATIONS 1973 It aeaumed.

Figure 2.4.13-18 Revision 0

6.

r £* ~. 'M /

• -~

/ / .IT LEGEND l.~_,,..,....... *- a...-.,.......... __..... l[~~ofp;..-;&:..... 11! ~~197'lc--..... 11:1Dt _._t_O l SOUTH TEXAS PROJECT UNITS 1 & 2 GROUND WATER CONTOUR MAP UPPER PORTION OF THE SHALLOW AQUIFER ZONE Figure 2.4.13-19 Revision 0

0 0 0 o' M 0"> N 370,000 w N360,000 N350,000 N340,000 0 0 0 o' 0"> MAIN COOLING RESERVOIR POND ELEVATION 34.9 FEET MSL 0 0 0 0 q 0 0 o' Ln U) O">_ 0"> UJ 0 ~ co 0 0 0 o' 0"> NOTES:

1. CONTOURS AT PLANT SITE REFLECTING TEMPORARY LOCAL DEWATERING ARE NOT SHOWN.

2. ADDITIONAL CONTROL PROVIDED BY MCR PIEZOMETERS (NOT SHOWN).

~ l

---

18 ELEVATIONS IN FEET MSL.

JUNE 1986. SITE PIEZOMETER SCALE-MILES 0 2 SOUTH TEXAS PROJECT UNITS 1 & 2 GROUND WATER CONTOUR MAP UPPER PORTION OF THE SHALLOW AQUIFER ZONE Figure 2.4.13-19A Revision 0}}