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MAP SCALE 1"= 2000'
000 0 2000 4000
^� 's
6
Nei
METER!
METER
♦
kTv% F GO"LLEGE B.
AT,I N ZONE
48 0&3
1'
tie
2asa
reek
Spring
Creek ROOKIY
® PANEL 0325E
qOq ♦
Tr-butary
S RHONES
OR
OOG,p`
BlV10025
FIRM
per'
n
S4ryog ZONE A P
ROCK
LANEKWY
_
40
m
FLOOD INSURANCE RATE MAP
q
pe4"
e
40 , t 2
BRAZOS COUNTY,
j 2 P
+ +
,�o t# PPlSs
Pp�PCE
Ile
TEXAS
2 A�
po
!
AND INCORPORATED AREAS
5
PANEL 325 OF 475
Cf` PS'VONi
"
S
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
OFF
O��BF°p
LRTR
S9ytTnlNa.
Creek [
Jam"
O
.(�' J�
4
d
COMMUNITY NUMER � SSlFi9
ry I0.3 _ J w
�e°
p
Cp" Q�
e ° Alum
Cr
m
BR..o.ilirr BnK .1 E
.r sass nDn. . oWa .1 e
n D`
z
Springcreek Tributary—.l
H
i o�
♦ LIMIT OF DETAILED STUDY
CHS+� 6 Peach Creek
r Tributary
peSCreek- CODY O
+ ♦ +
DRIVE
utary 10.1.1
F°pO LI
A
MIT OFDETAILED STUDY
`ONE
Peach Creek South,
JO TURBNERRY
I CIRCLE Peach
Creek South
Tributary 25
°°J 0Q Tl[blltary
16.4 /T
Notice to Use,. The Map Number shown be.
O,9
♦�O
Rt; B�
should be used when placing map orders; the
Community Number shown above should be
4O
.L
�� OS K
CHU
�q 3ORNE
S
C'AL C
�tb�. 9`0
used on insurance applications for the subject
STR 5�
SCOFG�c
a
community.
®
°� p MAPNUMBER
48041CO325E
GSRO + 9O
+� Ti ♦9Ti0
s.� MAP REVISED
OR
4ND SE MAY 16, 2012
0
Federal Emergency Management Agency
H2
j 0 O
This is an ofidal copy cf a portion of the above referenced flood map. a
was extracted using F-MIT On -Line. This map does not reflect changes
AS
��
have been to the date the
„
♦ WOODLA
FORi
or amendmeme which may madesubsequent on
tine block. For the latest information National Mood Insurance
l
D. BM0024
g O v
product about
L
Progam flood maps check the FEMA Flood Map Store st w mso.fame gov
EXHIBIT 2
1AAAAArtAAAiAAA3rtrtrtAAArtrtA �xA AArtrtrtAAAAaAAAAA
A
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1 "
A
' RUN DATE 30SEP13 TIME 07:24:40
A :
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i:k#ki>3rtuRRRi:urt4tr'sR99i:'etr tr's's's»>l1k44»A
i U.S. ARMY CORPS OF ENGINEERS °
rt HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET "
DAVIS, CALIFORNIA 95616
(916) 756-1104 ^'
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES-RTIMP- AND-RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF-AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 -
HEC-1
INPUT
LINE
ID .......
1.......
2
....... 3
....... 4.......
5
....... 6.......
7.......
8.......
9......
10
1
10
Seaback
Tract
2
TO
Corner
of Victoria / Barron
3
ID
for IPS
4
IT
1
01JAN99
0
1441
5
10
5
0
6
JR
PREC
4.5
6.2
7.4
8.8
9.8
11
14
7
JP
3
=- STORM
2 YR
5 YR
10 YR 25 YR
50 YR 100
YR 500
YR
8
KK
Only
9
BA
0.0057
2
10
PB
1
11
KO
21
12
IN
6
OIJANI3
0
13
PC
0
0.001
0.002
0.003
0.004
0.005
0.006
0.007
0.008
0.009
14
PC
0.01
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.018
0.019
15
PC
0.02
0.021
0.022
0.0231
0.0241
0.0252
0.0263
0.0274
0.0285
0.0296
16
PC
0.0308
0.0319
0.0331
0.0343
0.0355
0.0367
0.0379
0.0392
0.0404
0.0417
17
PC
0.043
0.0443
0.0456
0.047
0.0483
0.0497
0.0511
0.0525
0.0539
0.0553
18
PC
0.0567
0.0582
0.0597
0.0612
0.0627
0.0642
0.0657
0.0673
0.0688
0.0704
19
PC
0.072
0.0736
0.0753
0.077
0.0788
0.0806
0.0825
0.0844
0.0864
0.0884
20
PC
0,0905
0.0926
0.0948
0,097
0.0993
0.1016
0.104
0.1064
0.1089
0.1114
21
PC
0.114
0.1167
0.1194
0.1223
0.1253
0.1284
0.1317
0.135
0,1385
0.1421
Page 1
PAGE 1
5eaback3.OUT
22
PC
0.1458
0.1496
0.1535
0.1575
0.1617
0.1659
0.1703
0.1748
0.1794
0.1842
23
PC
0.189
0.194
0.1993
0.2048
0.2105
0.2165
0.2227
0.2292
0.2359
0.2428
24
PC
0.25
0.2578
0.2664
0.276
0.2866
0.298
0.3143
0.3394
0.3733
0,4166
25
PC
0.5
0.584
0.6267
0.6606
0.6857
0.702
0,7134
0.724
0.7336
0.7422
26
PC
0.75
0.7572
0.7641
0.7708
0.7773
0.7835
0.7895
0.7952
0.8007
0.806
27
PC
0.811
0.8158
0.8206
0.8252
0.8297
0.8341
0.8383
0.8425
0.8465
0.8504
28
PC
0.8543
0.8579
0.8615
0.865
0.8683
0.8716
0.8747
0.8777
0.8806
0.8833
29
PC
0.886
0.8886
0.8911
0.8936
0.896
0.8984
0.9007
0.903
0.9052
0.9074
30
PC
0.9095
0.9116
0.9136
0.9156
0.9175
0.9194
0.9212
0.923
0.9247
0.9264
31
PC
0.928
0.9296
0.9312
0.9327
0.9343
0.9358
0.9373
0.9388
0.9403
0.9418
32
PC
0.9433
0.9447
0.9461
0.9475
0.9489
0.9503
0.9517
0.953
0.9544
0.9557
33
PC
0.957
0.9583
0.9596
0.9609
0.9621
0.9634
0.9646
0.9658
0.967
0.9682
34
PC
0.9694
0.9706
0.9718
0.9729
0.9741
0.9752
0.9764
0.9775
0.9786
0.9797
35
PC
0.9808
0.9818
0.9829
0.9839
0.985
0.986
0.987
0.988
0.989
0.99
36
PC
0.9909
0.9919
0.9928
0.9938
0.9947
0.9956
0.9965
0.9974
0.9983
0.9991
37
PC
1
38
LS
0
82
0
39
UD
0.16
40
KP
2
41
LS
0
82
72
42
UD
0.03
43
KP
3
44
KK
POND
45
RN
46
KP
2
47 _
RS
1
STOR
0
48
SA
0
0.0382
0.157
0.1887
0.2228
0.2591
0.2977
0.3385
0.382
49
SE
300
301
302
303
304
305
306
307
308
50
SL
301.25
1.767
0.7
0.5
51
SS
305.5
5
3
1.5
52
ST
307.5
100
3
1.5
1
HEC-1
INPUT
PAGE 2
LINE
ID .......
1.......
2.......
3 .......
4.......
5.......
6.......
7.......
8.......
9......
10
53
KP
3
54
RS
1
STOR
0
55
SA
0
0.0382
0.157
0.1887
0.2228
0.2591
0.2977
0.3385
0.382
56
SE
300
301
302
303
304
305
306
307
308
57
SL
301.25
0.001
0.7
0.5
58
SS
305.5
5
3
1.5
59
ST
307.5
100
3
1.5
60
KO
21
61
ZZ
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" FLOOD HYDROGRAPH
PACKAGE
(HEC-1)
U.S.
R
ARMY CORPS OF ENGINEERS -
rt JUN
1998
*
- HYDROLOGIC
ENGINEERING CENTER -
'k VERSION
4.1
°
609 SECOND STREET '
°
*
DAVIS, CALIFORNIA 95616
Y` RUN DATE 30SEP13
TIME
07:24:40 °
°
(916) 756-1104 °
Seaback Tract
corner of Victoria / Barron
Page 2
Seaback3.OUT
for IPS
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN99 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1441 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 23AN99 ENDING DATE
NDTIME 0000 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 24.00 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
JP MULTI -PLAN OPTION
NPLAN 3 NUMBER OF PLANS
JR MULTI -RATIO OPTION
RATIOS OF PRECIPITATION
4.50 6.20 7.40 8.80 9.80 11.00 14.00
trC C. AAC ki: a e.r ..x k
C r
8 KK only
11 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
Page 3
1
5eaback3.OUT
44 KK i' POND ;
60 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1441
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS
PEAK FLOW AND STAGE (END -OF -PERIOD) SUMMARY FOR MULTIPLE PLAN -RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
OPERATION STATION
AREA PLAN
RATIO 1
RATIO 2 RATIO 3
RATIO 4
RATIO 5
RATIO 6
RATIO 7
4.50
6.20 7.40
8.80
9.80
11.00
14.00
HYDROGRAPH AT
+ only
.01 1
FLOW
8.
13. 16.
20.
23.
26.
34.
TIME
12.20
12.18 12.18
12.18
12.18
12.18
12.18
2
FLOW
13.
18. 22.
26.
29.
33.
43.
TIME
12.10
12.10 12.10
12.10
12.10
12.10
12.10
3
FLOW
13.
18. 22.
26,
29.
33.
43.
TIME
12.10
12.10 12.10
12.10
12.10
12.10
12.10
ROUTED TO
+ POND
.01 1
FLOW
8.
13. 16.
20.
23.
26.
34.
TIME
12.20
12.18 12.18
12.18
12.18
12.18
12.18
2
FLOW
9.
11. 13.
14.
15.
16.
19.
TIME
12.15
12.15 12.17
12.18
12.20
12.22
12.25
3
FLOW
1.
5. 9.
16.
20.
25.
34.
TIME
14.82
12.43 12.27
12.17
12.15
12.13
12.13
^=
PEAK STAGES
IN FEET
*t'
1
STAGE
.00
.00 .00
.00
.00
.00
.00
TIME
.00
.00 .00
.00
.00
.00
.00
2
STAGE
302.09
302.56 302.90
303.31
303.63
304.00
304.89
TIME
12.15
12.15 12.17
12.18
12.20
12.22
12.25
3
STAGE
305.62
305.95 306.22
306.54
306.72
306.90
307.23
TIME
14.85
12.43 12.27
12.17
12.15
12.13
12.13
PLAN 2 ...............
INITIAL
VALUE
SPILLWAY CREST
TOP
OF DAM
ELEVATION
300.00
305.50
307.50
STORAGE
0.
1.
1.
OUTFLOW
0.
20.
67.
RATIO
MAXIMUM
MAXIMUM
MAXIMUM
MAXIMUM DURATION
TIME OF
TIME
OF
OF
RESERVOIR
DEPTH
STORAGE OUTFLOW OVER TOP
MAX OUTFLOW
FAILURE
Page 4
5eaback3.OUT
PMF
W.S.ELEV
OVER DAM
AC -FT
CFS
HOURS
HOURS
HOURS
4.50
302.09
.00
0.
9.
.00
12.15
.00
6.20
302.56
.00
0.
11.
.00
12.15
.00
7.40
302.90
.00
0.
13.
.00
12.17
.00
8.80
303.31
.00
0.
14.
.00
12.18
.00
9.80
303.63
.00
0.
15.
.00
12.20
.00
11.00
304.00
.00
0.
16.
.00
12.22
.00
14.00
304.89
.00
1.
19.
.00
12.25
.00
PLAN 3 ...............
INITIAL
VALUE
SPILLWAY CREST TOP
OF DAM
ELEVATION
300.00
305.50
307.50
STORAGE
0.
1.
1.
OUTFLOW
0.
0.
42.
RATIO
MAXIMUM
MAXIMUM
MAXIMUM
MAXIMUM
DURATION
TIME OF
TIME OF
OF
RESERVOIR
DEPTH
STORAGE
OUTFLOW
OVER TOP
MAX OUTFLOW
FAILURE
PMF
W.S.ELEV
OVER DAM
AC -FT
CFS
HOURS
HOURS
HOURS
4.50
305.62
.00
1.
1.
.00
14.85
.00
6.20
305.95
.00
1.
5.
.00
12.43
.00
7.40
306.22
.00
1.
9.
.00
12.27
.00
8.80
306.54
.00
1.
16.
.00
12.17
.00
9.80
300.72
.00
1.
20.
.00
12.15
.00
11.00
306.90
.00
1.
25.
.00
12.13
.00
14.00
307.23
.00
1.
34.
.00
12.13
.00
*** NORMAL END OF HEC-1 ***
Page 5
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