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UFSAR
Section 2.4
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SOUTH TEXAS PROJECT UNITS 1 & 2
EFFECTS OF STP ON LOCAL DRAINAGE
Figure 2.4.1-3 Revision 0
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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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O~!!!'!li~25o;;;;;;;;;;;;;;;;;;;;;;;ii)40~~~6,0 MILES
I I
SOUTH TEXAS PROJECT UNITS 1 & 2
RIVER BASINS ADJACENT TO LOWER COLORADO RIVER BASIN
Figure 2.4.1-5 Revision 0
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LEGEND
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OASTAL -PLAINS REGION
SOUTH TEXAS PROJECT UNITS 1 & 2
COLORADO RIVER BASIN RESERVOIRS AND HYDROLOGIC
REGIONS
FIGURE 2.4-2 REVISION 4 L0586.041 L0586.Clf
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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
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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
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Cil 10 ~ 9 ::!': 8 w 7 0:: <(
6 ::l 0 (/)
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
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7 "-, ~['.
6 ' I I I 1\ CRITICAL LOCATION OF~ HEARNE STORM\
I '\
5 I 1\
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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
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1000 900 ~ ~
\ I\ -\ ~ 1----- 1---' 800 1-\
-----1--~--~ ~~
\ 1\ ~~~ t~~- ~--1- --~--
~ - ~~-
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700 .\ \ \ \ ~ -
600 \ -\I- ~\ \ \ !\ \ --- ··-
i\ 1\ \ 500 f-. \ 400 \ \ \ \ \ \
\ 1\ \ 1\ \ \ 300 (f) \ \ \ \ \ \ w ...J 1\ 1\ ::E 200 1\ w I\ \~
~ ~ I~ ~ I'
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90 \ \ \ \ 4 80 \ \ \ w 0:: 70 \ \ 1\ 4 -~ \ \ \ \ w 60 ----1--
\ <!> 50 :
\ \ \ \ \ \ 4 --· z 1\ \ <i 40 1\ 1\ 1\ 1\ 0:: 0 \ \ \ \ \ \
30
\ \ \ \ \ ~ 20
1\ \ \ \ \ 1\ \ ~ 1\ 10 \ \ ~
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
SOUTH TEXAS PROJECT PERCENT OF 200 SQUARE MILES- 24 HOUR VALUES
NOTES• I. For 200 Square Mile- 24 Hour values UNITS 1 & 2
see Figure 2.4. 3-7. 2.. 72-Hour a 96- Hour curves are extrapolated
from 24 to 48- Hour curves. PROBABLE MAXIMUM PRECIPITATION 3. 6 to 48-Hour curves taken for Zone 5 10 TO 1,000 SQUARE MILES
from Reference 2.4.3-1 .. DURATIONS 6 TO 96 HOURS COLORADO RIVER BASIN
Figure 2.4.3-6 Revision 0
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NOTE: From Reference 2.4.3 -I
100 0 100 200 :0.00
SCALE IN MILES
SOUTH TEXAS PROJECT UNITS 1 & 2
PROBABLE MAXIMUM PRECIPITATION FOR U.S. EAST OF 105TH MERIDIAN
200 SQUARE MILES- 24 HOURS TO ALL SEASON ENVELOPE
Figure 2.4.3-7 Revision 0
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40
3 5
30
25 0 0 0
20 z w (!) a:: 15 < :I: (.) (/) Q 10
5
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/~t VQP 36,750 c f 5
...... , 1------:,_
I ' v' ' '',·,=(1'29,400 "' ---_I r---- --
I
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II / I ..........._ ------I I I I - --~- - -------------
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---/
-d--"1 I I I 10 20 30 40 ::>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
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90
BOO,t-----J---_j -----~----·--~---~----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
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- 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>- z _J<{ Ow 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> < gg
~ rr, t~
7. GONZ.ALES,SAN MARCOS R 1344 633,900
z m v-:: 8. BLIEOERS, BLIEDERS CR. 15 70,300
en ~ <{ ll 1--.. ~
<{ en b?t ~t~~ ~ 1-- 'r BRAZO!l RIVER BASIN m 0
1,000 0 t~'ii'-r...-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 ... 10 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
< ..... ~ '(-.'";/
L~ ,.._ 22. BRAZOS RIVlft, ALL ENS CR.
:I: I/ ,p / / ,.._ (,) / "c:i'~ J•J.- "',/ cO en v 0 v c,O'Vj;• j...-21 (\j OKLAHOMA
J"" • 1/' I 100 7 I.J.. 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
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0- INFILTRATION LOSS' 0.05 IN./ HR. INFILTRATION LOSS' 0.05 IN./ HR.
L -I
72 HOURS I ......,__ w (/) _j
w 1--:J: 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 ·I
I ~ ~
v~ Op = 482,000 CFS w
r---..... (!)
~400
L ~ v ~ :J:
""' (.) (/)
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
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'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
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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 :I: \ ·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
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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
---------~~~~~~--+~-~~
~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
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• ' 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
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-----/ ----.,....--; -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
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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
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_J U)
:::!:
1-w w LL
~
z 0
~ w _J w
50 I I I I I II
I. ' ~061
-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
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40 -,-- 40
ST~ RESERVOIR MBANKMENT 30 1--J I
I I 30 :::;
:::; / "' "' - -----
~ ~ 20
20
1- ~ -----~ ~ 1-
~ l----- "' w t:' ~ 10 --- ·10
\__ I I
> >
w 01---- ---f--- - --- _l,_~ --- - !------- !--------f----- 0 w
-' ~ w -
I I HID· -I -- --1- -(-)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
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40 40
30 30
::; ----~ ---- -~ - ~ 1--- / ;;[ 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
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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
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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
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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
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3,00 0
2,00
0 t21,00
U eo 0
0
0 60 o_ 0
z
w (!)
40 0
a:: 200 <t :J: (.) 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_ ~· 0) ~ ~ ...,. 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 0) 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
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NOTE:
35.--------.-------,-------,,-------,--------.-------,--------.---- ---,-------.-------. I
L---+-+--t---1----""-==---+-~----t----- - --------1-------~----
30~-------+--------~-----------~~------~c~
~..-------+---
25 -- --- ---~--[--- -----1------+---------- ---1----
w· t- 20 u; ---+----~-~ - -+-- ----- -- . - t-------~ -------------j
~ < _J a. a. t-"' t-~ U'
"Il--l- ... ~--- - - -- !---- - -- ----I I
~ 10t---~-f--~1-l----r---- ------------------ ----511------ --r-- -- -- --- ------- ------1--- ---- f-------- --
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
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10 -----------
------1-----
"' 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
---------+--------+----- - --- ---) __ :: __ :_:___ ---------
OL---- --L_._-'--------1---___,_____j ____ _ 100 200
LEGEND -----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
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COLORADO RIVER BASIN
---WATERSHED BOUNDARY LINES
SCALE
BERNARD RIVER BASIN
~ G 7MILES --DETERMINATION OF FOR BASIN FLOFETOCH LENGTH DING
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~ cii :::; w LJ._ 0
* :z 0 f= u w (/)
Cl :z w 0 t:i ~ ...1 (/) ...1 :z (/)
<( :z a: <(
f- a: f-
f-:z ·o w ::;; 0 :.:: C\J :z <( 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
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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
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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
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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
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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
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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, 4201 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 ···-··~----
""\ 1-·J..l·-· .....=-:-~~=---- ··-- ·-···-···-·····o::.:;· ---·--
I' I II --H-- -----~-------"
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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UJ a:: w co :::i: ::::> z z :::i: ::::> _l 0 (.)
LINE NUMBERS 60 55 50 45 40 35 30 25 20 15 10 ()
, I
75
' '' '' : ' 70 I I
:I' s"' 60
-- -:+ ' I I
50. MODEL BU
1
IL~I~~~' I ODEL BUILDING\ ~ Jt:t '' I
I,
45
-~ t ~ ~ -=- . 'edT z-1 ;, 1uN~; I 40
~-- , 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
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*~ 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 --- ---r---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
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NOTE:
"' z
78
75
70
65
so
55
50
0 45 ;:: <J
"' ·~
!!: 40 0"' ~!: ~ ..J 3!5 ...J ... u a: 30 ,_ 1-,: u ... "' 5! I ·a 20 .... 1-.. ., i!l
"' u <( 0.. ., Kl
"' 5 t 7; v [
i 0
:I: 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
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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
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()'
<: 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
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n Q_RoSERVOIR i 1101 EMBANKMENT
.---,H~l---6
~:----~~ : :: : -n \§)~ l il : il I
i ~ ; I I I ~ASSUMED ~OUNDAHY .;1 ~ l: : ;:- _'JW.. I' (VERTlCAL ,WALL)
~~ : :: : : :=, : ~~ I I
I l I; I I Ll" I J
; ~w~-~~~~D,ODEL 0 'DEAD END"
---------~-=----
I
i 1: I j 11 I ~H
! : ! ~ESER'/OIR ~ 1,: rjE\!BA,NK/.iENT HH ~~---------
.----"~-.,.-----_,-, (UNIT ) il :: i II ~! F J
! ,I I II I I I i I I! J---.:'.SSUMED BOUNDARY
i :: : I I (VE.~TICAL 'HALL) . !: I ~L'J~ U. _J
: :: ! 1 lj I
---------:=2=--~--
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
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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
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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
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;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
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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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EMS.
I I
.., (/
) .a·
!;
~
0 ID
N
0
c :..
~
-f
Oa
c:::t
: ;..,
--< --<
"' Z
-f
-<c
:2!:
: -m
~::j
-fx
·~
(/)>
"'"'
~0
...0
.(/)
--<
"' 11
0-c
o!!!
zZ
1\):
0 "' "'
0 0
c._
c m
C
l ('
) I
-f
NO
TE:
400'
ELEV
. 18
.9
NO
RTH
TO
EL
EV.
7.2
SO
UT
H--
----
.
SEC
TIO
N
TAKE
N
LOO
KING
SO
UTH.
(DO
WN
STR
EAM
)
SCA
LE
' l>lo'.vERTICA~
I o
60
HO
RIZ
ON
TAL
t. R
ELO
CAT
ED
SLO
UG
H
40
'
2:1
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tORMAL 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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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SCALE TOPOGRAPHIC FEA OF SITE VICINIT~URES
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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
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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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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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liil! I i SOUTH TEXAS PROJECT
UNITS 1 & 2 GROUND-WATER CONTOUR MAP
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Figure 2.4.13-6 Revision 0
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I • 0
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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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40
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PUMP TEST NO.I
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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
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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
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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" 0. 0. • 2.0" Slots • 0.010"
.. ·: Aquifer .. ·:
:·.: .~, .. .. ·~
.. .. .. .. ·~ .. ..
·: ..
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I
NOT TO SCALE
SOUTH TEXAS PROJECT UNITS 1 & 2
TYPICAL PIEZOMETER CONSTRUCTION
Figure 2.4.13·11 Revision 0
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NORTH Cosden Petrokum Corporation W.O. Cornelius Uorf No.2, Well No.I H. Ho:rison, A-46
SP R ( :.~. ~~~~':~~)
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l
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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
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ORIFICE FLOW METER FLOW REGULATION VALVE
GROUND SURFACE
LLJ u <( ~
a: :::l (J)
0 z :J 0 a: \!)
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NOTE: 4) 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
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1~-----.----_J·~
SOUTH TEXAS PROJECT UNITS 1 & 2
WATER WELL INVENTORY MAP
Figure 2.4.13-14 Revision 0
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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
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LEGEND .m L.oMtiH•oot~ .. .......,.,,...._....
~ .. _.... ............... "' .... !1_. .. _......,,.._....
---~~__.. =::-,:.-::._~ .. ~:r-3.. ....... Coll._i'ltw\oell .....
.--~-- a ...... _.__._.
l I
SCA\..E-MILU
SOUTH TEXAS PROJECT UNITS 1 & 2
GROUND WATER CONTOUR MAP LOWER SHALLOW AQUIFER ZONE
Figure 2.4.13-17 Revision 0
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N 370,000
N 360,000
N350,000
N340,000
0 0 0 6 "" "' "'j UJ
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0 0 0 0 '<t
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' 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
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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 :.---~
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~zo1merer 1 4(41 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
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...J 1/ I "' I " l . 1/ i\ . . ..._} f.-1-1-" ~"'--t- It--..
" ___ ...... " 1'8' OOLDRADO IVER !AT ,:§_ su
1iA 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
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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
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0 0 0 o' M 0"> ..... ;
N 370,000 w
N360,000
N350,000
N340,000
0 0 0 o'
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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