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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.


TOPOGRAPHY OF COLORADO RIVER BASIN BELOW LAKE TRAVIS


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GULF OF ME XI CO

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RIVER BASINS ADJACENT TO LOWER COLORADO RIVER BASIN


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OASTAL -PLAINS REGION


COLORADO RIVER BASIN RESERVOIRS AND HYDROLOGIC

REGIONS

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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

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Houston @ SOUTH TEXAS PROJECT

UNITS 1 & 2

ISOHYETAL MAP ORIGINAL HEARNE STORM HISTORICAL

LOCATION JUNE 27. JULY 1, 1899


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.


ISOHYETAL MAP HEARNE STORM TRANSPOSED TO LOWER

COLORADO RIVER BASIN BELOW MANSFIELD DAM


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


7 "-, ~['.

6 ' I I I 1\ CRITICAL LOCATION OF~ HEARNE STORM\

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v / nTilll v v v

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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


1000 900 ~ ~

\ I\ -\ ~ 1----- 1---' 800 1-\

-----1--~--~ ~~

\ 1\ ~~~ t~~- ~--1- --~--

~ - ~~-

I-- - 1--- f--~--I--

700 .\ \ \ \ ~ -

600 \ -\I- ~\ \ \ !\ \ --- ··-

i\ 1\ \ 500 f-. \ 400 \ \ \ \ \ \

\ 1\ \ 1\ \ \ 300 (f) \ \ \ \ \ \ w ...J 1\ 1\ ::E 200 1\ w I\ \~

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\ <!> 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


NOTE: From Reference 2.4.3 -I

100 0 100 200 :0.00

SCALE IN MILES


PROBABLE MAXIMUM PRECIPITATION FOR U.S. EAST OF 105TH MERIDIAN

200 SQUARE MILES- 24 HOURS TO ALL SEASON ENVELOPE


(/) LJ.. (.)

40

3 5

30

25 0 0 0

20 z w (!) a:: 15 < :I: (.) (/) Q 10

5

I_

/~t VQP 36,750 c f 5

...... , 1------:,_

I ' v' ' '',·,=(1'29,400 "' ---_I r---- --

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II / I ..........._ ------I I I I - --~- - -------------

(V I I

/ --·----I

---/

-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


6-HOUR UNIT HYDROGRAPH 3,520 SQUARE MILES

MANSFIELD DAM TO BAY CITY


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.)


FLOOD ROUTINGS MANSFIELD DAM & COLUMBUS BEND DAM TO STP SITE


- 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


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


'T-----1----·---

I * L


RESERVOIRS AND REGION FOR

BASIS OF PMF ENVELOPE CURVE


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


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


HISTORIC BASIN SPILLAGE (PROFILES)


• ' 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.


LOWER COLORADO RIVER BASIN PLAN COLUMBUS TO GULF


-----/ ----.,....--; -a, EL CAMPO

I

~ ...

\ \ '-

LEGEND ___ ASSUMED FLOW PATH

@--FLOW MILE

O I 2 3 4 5 10 MILES

~~~--~--~~~--~~~~~: SCALE

7


COASTAL ADJACENT BASINS


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


_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


FM 521 BRIDGE CROSS SECTION


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.


CROSS SECTIONS NEAR PLANT AREA COASTAL ADJACENT BASINS

(Sheet 1 of 3)


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


NOTE: CROSS SECTIONS TAKEN LOOKING UPSTREAM. SEE FIG. 2.4 . .3- 17 FOR LOCATION OF CROSS SECTIONS.

SOUTH TEXAS PROJECT UNITS 1 &2


(Sheet 2 of 3)


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


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


(Sheet 3 of 3)


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


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


ELEV.-FEET (MSL)


COLORADO RIVER

RATING CURVES


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


ELEV.-FEET (MSL)


PEYTON CREEK

RATING CURVES


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.


DISCHARGE RATING AT SITE (BAY CITY 0 VS STP STAGE)


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


COLORADO RIVER VELOCITY-DISCHARGE RATING CURVES


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 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


EXTREME APPROXIMATION OF EMBANKMENT FAILURE BY

DOWNSTREAM TRANSLATION


t 1 UNIT NO.2

q UNIT NO. I

f(l I'-( I ~ ~=====J~'oo.i! soo' tl~ " CONSERVATIVE EQUIVALENT TO TRANSLATION .......___

SCALE


TRANSPOSED EQUIVALENT BREACH OPENINGS FROM EXTREME

APPROXIMATION


t

f1'+'tl-~~ I 400~ I

TRANSLATION EQUIVALENTS

SCALE


COMBINED CONSERVATIVE EQUIVALENT BREACH FROM EXTREME APPROXIMATION


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


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


BREACH LENGTH VS MODEL NO. 1 ANALYSIS RUNUP ON PLANT STRUCTURES


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


FLOW PROFILES BETWEEN STRUCTURES 420FT. BREACH VS. 1890 FT. BREACH


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


*~ 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


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.


FINE GRID AND PLANT LAYOUT FOR MODEL NO. 2 ANALYSIS


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


GRID POSITIONS ON PLANT LAYOUT FOR FINE GRID ANALYSIS


()'

<: w: a:· <D:

-

--EMBMJK.'>1ENT

SEE FIG. 2.4 4-7 ~OR GRID ORIENTATION


BREACH LOCATION FOR

MODEL NO.3 ANALYSIS


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

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


HISTORICAL HURRICANES LANDFALL LOCATIONS


lliU.U. $0UA'C(-USCIIGS MAP MO lll7A

OO'TWS ""f. !N FATHOMS,

01234517

SCALE IN MILES

~ )

(

l I


DEPTH TRAVERSE FOR HURRICANE SURGE


;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


EARTHQUAKE POTENTIAL FOR MAXIMUM TSUNAMI FLOODING


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


SPILLWAY DISCHARGE CHANNEL


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

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.


COOLING RESERVOIR EMBANKMENT AND INTERIOR DIKES TYPICAL

SECTIONS


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!


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.


SPILLWAY RATING CURVE


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


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


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


DETERMINATION OF EFFECTIVE FETCH INTAKE STRUCTURE


0 0

l Radial

Angle from Cosine Radial Cosine 2


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


DETERMINATION OF EFFECTIVE FETCH DISCHARGE STRUCTURE


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


DETERMINATION OF EFFECTIVE FETCH MAKEUP STRUCTURE


0 0

l

.l

Radial Angle From

Cosine Radial Cosine 2


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


DETERMINATION OF EFFECTIVE FETCH SPILLWAY


0 0

l Angle From


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


DETERMINATION OF EFFECTIVE FETCH SOUTHEAST EMBANKMENT


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=~


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


DETERMINATION OF EFFECTIVE FETCH SOUTH EMBANKMENT


1 I

0 0

Radial Angle From Cosine Radial Cosine 2


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


DETERMINATION OF EFFECTIVE FETCH SOUTHWEST EMBANKMENT


a o

j Radial

Angle From Cosine Radial Cosine 2


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


DETERMINATION OF EFFECTIVE FETCH NORTH EMBANKMENT


~ 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


GROWTH OF COLORADO RIVER DELTA


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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

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GRAIN SIZE ANALYSIS OF DEE? AQUIFER ZONE SANDS

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UNITS 1 & 2 GROUND-WATER CONTOUR MAP

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SCALf- F££T

PUMP T£ST Na3

LEGEND 8 Pum~ Tut Well


PUMP TEST LAYOUT PLAN


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


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" 0. 0. • 2.0" Slots • 0.010"

.. ·: Aquifer .. ·:

:·.: .~, .. .. ·~

.. .. .. .. ·~ .. ..

·: ..

0 ConfininQ layer below aquifer

I

NOT TO SCALE


TYPICAL PIEZOMETER CONSTRUCTION


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

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·-?<.·-

Stanolind Oil 6 Gas Co. F. S. Robbins No. I c. H. Vandeveer, A -195

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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


PROFILE SHOWING SALTWATER WEDGE IN THE DEEP AQUIFER


ORIFICE FLOW METER FLOW REGULATION VALVE

GROUND SURFACE

LLJ u <( ~

a: :::l (J)

0 z :J 0 a: \!)

~ ...J LL.J Cil ::r: I-C... w 0

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


WELL SCHEMATIC DIAGRAM


1~-----.----_J·~


WATER WELL INVENTORY MAP


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


HISTORIC PIEZOMETRIC LEVELS OF DEEP AQUIFER ZONE


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SCA\..E-MILU


GROUND WATER CONTOUR MAP LOWER SHALLOW AQUIFER ZONE


N 370,000

N 360,000

N350,000

N340,000

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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


GROUND WATER CONTOUR MAP LOWER SHALLOW AQUIFER ZONE

Figure 2.4.13-17A Revision 0

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'' I I I 20-40 FEET DEEP

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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

,. ' I

...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.


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


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


GROUND WATER CONTOUR MAP UPPER PORTION OF THE

SHALLOW AQUIFER ZONE

Figure 2.4.13-19A Revision 0

ufsar section 2 · south texas project units 1 & 2 effects of stp on local drainage figure...

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