HomeMy WebLinkAbout3338; Agua Hedionda & Calavera Creek Dredging; Flood Control; 1996-09-14Howard H. Chang Consultants
Hydraulic, Hydrologic and Sedimentation Engineering
P.O. Box 9492
Rancho Santa Fe, CA 92067
(619)756-9050. 594-6380. FAX: (619)756-9460
September 14, 1996
Mr. Lee Anderson
Ms. Sue Loftin
Mr. Steve Weed
Rancho Carlsbad Mobile Home Park
Carlsbad, California
Dear Friends:
Subject: Flood Discharges of Agua Hedionda Creek under Present Conditions
Pursuant to your request, I have made a hydrology study for Agua Hedionda Creek
(including Calavera Lake Creek as a tributary) in order to determine the 100-yr flood discharges
under present conditions of development in the drainage basins. This study may be considered
as an extension of the previous study entitled “Hydrological Study for Northeastern Carlsbad” that
I made in July, 1989. In the previous study, the 100-yr flood discharges were determined based
on the ultimate development of the drainage basin according to the master plan for future
development. The study for the present conditions employs the original delineation of subbasins
for Agua Hedionda Creek and Calavera Lake Creek.
The drainage basins of Agua Hedionda Creek and Calavera Lake Creek were divided into
32 subbasins in the previous study. These subbasins are in different stages of development.
Those with more than 50 % of the land area already developed include the following: A3. A6.
A7, B, L1, L2, and UF. For other subbasins, the extent of development is less than 50 %.
Surface water runoff is directly affected by development. Pavements and drainage
facilities associated with a development generally result in increased runoff. In the Soil
Conservation Service, or SCS, method for hydrology, surface water runoff is represented by the
Curve Number, or CN. Values of CN are specified in the Hydrology Manual published by the
County of San Diego. The selection of a CN value depends on the land use, land treatment or
practice, soil type, hydrologic condition, and antecedent moisture condition of the area.
Summaries of the CN values selected are given in Tables 1 an 2 for the two drainage basins,
respectively.
Subbasin Area, sq. miles
A1 0.74
11 A2 I 0.21 I 90 I 82 II
CN ultimate CN present
90 a2
A3
A4
II A5 I 0.20 I a7 I 80 II
0.48 a9 a5
0.68 90 82
A6
A7
II A8 I 0.29 I 88 I 79 II
0.50 a7 83
0.20 aa a4 L
II A9 I 0.31 I 90 I
All
A12
L1
II A10 I 0.36 I 87 I 79
~
0.23 86 77
0.34 87 78
0.49 86 a3
L3
I1 L2 I 0.48 I 86 I a3 II
0.39 86 76
Subbasin Area, sq. miles CN ultimate CN present ~~-~
UA 6.50 91 a3
uc 1.65 89 ao
UB 3.00 91 83
Table 2. Summary of CN numbers for Agua Hedionda Creek Basin
II UD I 0.42 I 89 I 78 II
0.24 I a8 I 79 II
1.11 I 89 I 84 II
2
-
Subbasin Area, sq. miles CN ultimate CN present
H 0.28 88 78
G 0.51 87 77
F 0.96 91 81
E 0.58 86 76
D 0.34 86 75
II c I 0.30 I 90 I 79
A
II €3 I 0.25 I 87 I 83
0.28 86 76
II A13 I 0.17 I 87 I 78
Point of concentration
Calavera Lake Creek at entrance
of mobile home park
Agua Hedionda Creek at 300'
upstream of mobile home park
Agua Hedionda Creek just upstream of
conthence with Calavera Lake Creek
II ,414 I 0.43 I 87 I 79
Drainage area Discharge for Discharge
sq. miles ultimate for present
conditions conditions
cfs cfs
5.90 1,739 896
16.47 7,809 6,148
17.30 8,080 6,334
The HEC-1 computer program developed by the U. S. Army Corps of Engineers that
applies the SCS method for hydrology was employed in the previous study as well as this study.
It was determined in the previous study that the 24-hr storm produces higher flood discharges at
the mobile home park than does the 6-hr storm. Results of the hydrology study based on the 24-hr
storm were obtained. Input/output listings of the HEC-1 run are attached to this letter. A
summary of the computed 100-yr peak discharges at the selected points of concentration is given
below.
3
Point of concentration
Drainage area Discharge for Discharge
sq. miles ultimate for present
conditions conditions
cfs cfs -~-
The present 100-yr discharges for Agua Hedionda Creek through the mobile home park
as shown in the above table are slightly lower than the corresponding ultimate 50-yr discharges.
It was determined as described in the study “Flooding Issues Related to Agua Hedionda Creek for
Rancho Carlsbad Mobile Home Park” by me dated May, 1996 that the channel has the capacity
for the ultimate 50-yr flood. For this reason, this channel reach of Agua Hedionda Creek has the
capacity for the present 100-yr flood.
Agua Hedionda Creek just downstream
of confluence with Calavera Lake Creek
Agua Hedionda Creek just downstream
23.80
24.09
Comparison with the Corps Study for the San Diego River
9,848 7,256
9,910 7,311
The computed changes in flood discharge in relation to development are compared with other
available data. Hydrology studies are normally made for the ultimate development in order to
provide a higher design standard for drainage facilities to meet permanent needs. Among the
hydrology studies for the San Diego area, the most comprehensive of all is perhaps the one made the
by the U. S. Army Corps of Engineers in 1975 for the San Diego River basin (Corps of Engineers,
Los Angeles District, “Hydrology: San Diego River”, July, 1975). This Corps study produced the
discharge-frequency values for the present conditions (for 1975) as well as the ultimate conditions
(for 2075) of the drainage basin. Those for the present conditions are tabulated below.
of El Camino Real Bridge
Discharge Frequency Values - Present Conditions
I
Point of concentration 100-vr discharge 50-vr discharpe
San Vicente Confluence 32,000 14,000
Carlton Hills Blvd. 34,000 15,000
Sycamore Canyon 36,000 17,000
Santee Stream Gage 36,000 17,000
Murphy Canyon Road 36,000 ’ 17,000
River Mouth 36,000 17,000
4
The San Diego River basin is still undergoing transformation toward greater urbanization,
which will also change the runoff hydrology. Urbanization will increase the peak runoff discharge
as well as the volume of runoff by increased pavement, and shorter travel time due to drainage
facilities. For the ultimate development of the drainage basin, the Corps has also obtained the
discharge-frequency values, as listed in the table below. Currently, the design of flood control
structures along the river are based on the ultimate 100-yr discharge.
Discharge Frequency Values - Ultimate Conditions
Point of concentration 100-vr discharee 50-vr discharge
San Vicente Confluence 42,000 22,000
Carlton Hills Blvd. 46,000 25,000
Sycamore Canyon 49,000 27,000
Santee Stream Gage 49,000 27,000
Murphy Canyon Road 49,000 27,000
River Mouth 49,000 27,000
It may be interesting to compare the changes in flood discharge due to development for
these basins. The 100-yr flood discharge of Calavera Lake Creek at the entrance to the mobile
home park is affected the most by future development. This is explained by the fact that the flood
discharge at this point is regulated by Calavera Lake. Other than this, flood discharges for the
San Diego River are more affected by development than those for Agua Hedionda Creek including
Calavera Lake Creek as a tributary. The drainage basin for the San Diego River was more
developed in 1975 than the Agua Hedionda Creek basin today. The higher percentage increases
in flood discharges for the San Diego River due to ultimate development are in part related to the
higher development density.
Please feel free to call me if you have any questions regarding this matter.
Howard H. Chang
Ph.D., P.E.
Attachment: Input/output listings of HEC-1 run for present conditions
5
INPUT/OUTPUT LISTINGS OF HEC- 1 FOR EXISTING (PRESENT) CONDITIONS
~~*"**,*~*~*~*~"'***~****'*~~ * * FLOOD HYOROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981 * * REVISED 02 AUG 88 *
t
RUN DATE 09/14/1996 TIME 15:31:30 * * *
I
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U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET .
*
II
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DAVIS, CALIFORNIA 95616 .
(916) 551-1748 t
x x xxxxxxx xxxxx X x xx xx xx x xx X X xxxxxxx xxxx x xxxxx x x xx X X x xx xx X x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNWN AS HECl (JAN 73). HEClGS, HEClDB, AND HEClKU.
THE OEFlNlTlONS OF VARIABLES -RTIMP- AN0 -RTIOR- HAVE CHANGED FRffl THOSE USED UITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -APISKK- ON RM-CARD WAS CHANGE0 UITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEY OPTIONS: DAMEREAK WTFLOU SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, 0SS:YRITE STAGE FREQUENCY,
0SS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AN0 AMPT INFILTRATION
KINEMATIC UAVE: NEU FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT PAGE 1
LINE IO.. . . . . .l.. . . . . .2.. . . . . .3.. . . . . .4.. . . .. .5.. . . . . .6.. . . . . .7.. . .... 8.. . . . . .9.. . . . .10
1
6
IO DRAINAGE STUDY FOR NE QUADRANT OF CARLSEAD
ID FOR EXISTING CONDITIONS OF YATERSHEO DEVELOPMENT ID 24-HOUR STORM, 100-YEAR EVENT ID ZONES 7, 14 AND 15
IT 5 lMAY96 1200 300
10 5
7 KK CL A1 8 KM RUNOFF FRffl CALAVERA LAKE BASIN A1
9 IN 30
10 PB 5.10
11 PI 0 ,009 .007 ,009 .009 .011 .009 .011 ,012 .013 12 PI ,014 .016 .017 .02 .023 .03 .045 .067 ,088 .096 13 PI .082 .041 ,027 .023 .021 .02 ,019 .017 ,016 .018 14 PI .01 .016 .015 .014 .015 .012 ,013 .01 .01 .009
15 PI .01 .011 .01 .009 ,009 .009 ,009 .01 ,009
16 EA 0.74
17 LS 82 18 UD 0.45
19 KK CL A2 20 KM RUNOFF FRDn CALAVERA LAKE BASIN A2 21 BA 0.21 22 LS 82 23 UO 0.23
24 KK PT. 1 25 KM CWBINE FLWS OF A1 AN0 A2 26 HC 2
27 28
29 30
31 32
33
34 35
36 37 38
39 40 41
42
43
44
45
46 47
1
LINE
48
49
50
51 52 53 54 55
56
57 58
59
60
61
62
63 64 65
M
67 68 69 70 71
72 73
74
75
76
77
78
79
80
81
82
83 84
KK Kn
RS RC
RX
RY
KK
KM PB
BA
LS
UO
CL A3
CHANNEL RWTING THRWGH CALAVERA LAKE BASIN A3
1 STOR -1 0.022 0,022 0.022 4200 0.012 465 475 485 495 505 515 525 535 355 350 345 340 340 345 350 355
CL A3
5.0 0.48
0.25
RUNOFF FROM CALAVERA LAKE BASIN A3
85
KK PT. 2
KM CWBINE FLW OF A3 YITH RWTEO FLW
HC 2
KK CL A4
Kn RUNOFF FRDH CALAVERA LAKE BASIN A4
PB 5.10
BA 0.68
LS 82
UD 0.49
HEC-1 INPUT
ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
KK
KM
HC
KK
KM
RS
RC
RX
RY
KK
KM PB
BA
UD LS
KK
KM HC
KK
KM
PB
Bpi
LS UD
KK
KM nc
KK
KM
RS RC
RX
RY
KK
Kn PB
BA
PT. 2
2
CL A5
CWBINE FLWS OF BASINS A3 AND A4
CHANNEL RWTING THRWGH CALAVERA LAKE BASIN A5 1 STOR -1 0,022 0.022 0.022 3200 0.014 465 475 485 495 507 517 527 537 275 270 265 260 260 265 270 275
CL A5
4.9 0.20
0.19
CL A5
2
CL A6
4.9 0.50
0.25
PT. 3
2
CL A7
RUNOFF FRW CALAVERA LAKE BASIN A5
80
CWBINE FLW OF A5 WITH RWTED FLW
RUNOFF FRW CALAVERA LAKE BASIN A6
83
CWBINE FLWS OF BASINS A5 AND A6
CHANNEL ROUTING THRWGH CALAVERA LAKE BASIN A7 1 STOP -1 . . 0.030 0.030 0.030 2700 0.010 450 465 480 495 515 530 545 560 245 240 235 230 230 235 240 245
CL n7
RUNOFF FRCU CALAVERA LAKE BASIN A7 6.9 0.20
PAGE 2
2
85 86
87
88 89 1
LINE
1
90
91 92 93 94
95
96 97 98
99 100 101 102 103 104
105 106
107
108
109
110
111
112
113 114
115
116 117
118
119
120
121
122 ~~
123 124
125 126
127
128
129
130
131
132. 133
134
135
LINE
136
137
138
LS 84
UD 0.21
KK CL A7
KM CWBINE FLW OF A7 YITH RWTED FLW
HC 2
HEC-1 INPUT PAGE 3
ID ....... 1.......2.......3.......4.......5.......6.......7.......8.......9......10
KK
KM PB BA LS uo
KK KM
HC
KK KM PB BA LS UD
KK
KM
HC
KK
KM
KO
RS
SE SA
ss
KK
KM RS
RC
RX
RY
KK KM
P8
BA
LS
UD
KK m HC
CL A8
4.9
0.29
0.26
PT. 4
2
RUNOFF FRW CALAVERA LAKE BASIN A8
79
CWBINE FLCWS OF BASINS A7 AND A8
CL A9
4.75 0.31
0.18
RUNOFF FRW CALAVERA LAKE BASIN A9
82
CL A9
L 75
RUNOFF FRW CALAVERA LAKE BASIN A9
0.31
0.18 82
CL A9
2
PT. 5
CWBINE FLCWS OF BASINS A7, AB, AN0 A9
STORAGE ROUTING IN CALAVERA LAKE
3 2
39.5 41 43
219 220 221
CL A10
CHANNEL RWTING THRWGH CALAVERA LAKE BASIN A10 1 STOR -1
0.035 01045 0.035 3600 0.027
450 465 480 495 515 530
165 160 155 150 150 155
CL A10
4.5 0.36
0.19
PT. 6
2
RUNOFF FRW CALAVERA LAKE BASIN A10
79
CWBINE FLCWS OF BASIN A10 UITH RWTED FLOU
KK CL All m RUNOFF FRW CALAVERA LAKE BASIN All
PB 4.75
BA 0.23
LS 77
UD 0.21
HEC-1 INPUT
ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6..
KK PT. 6 m COMBINE FLOUS OF BASINS A10 AN0 All
HC 2
...
545
160
560
165
PAGE 4
.. 7.......8.......9......10
3
139 140 141
142 143 144 145 146 147
148 149 150
151 152 153 154 155 156
157
158 159
160 161 162
163 164 165
166 167
163 169
170 171
172
173
174
175 1 76 177
LINE
1 78
179
180
181
182
183
184
185
186 187
1.98 189
190
191
192
193 194
195
KK KM
RK
KK
KM PB
BA LS
LID
KK
KM HC
KK
KM
PB BA LS UD
KK
KM PB
UD LS BA
KK
KM
HC
KK
KM
RS
RC
RX
RY
KK
KM
PB
BA LS
UD
CL A12
CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A12 3100 0.007 0.035 20 3
CL A12
L.5
RUNOFF FRW CALAVERA LAKE BASIN A12
0.34
0.23 78
PT. 8
2
CL L1
4.9 0.49
0.35
CL L2
CWBINE FLWS OF BASIN A12 UITH ROUTED FLW
RUNOFF FRW CALAVERA LAKE BASIN L1
83
RUNOFF FRW CALAVERA LAKE BASIN L2 4.9 0.48 83 0.27
PT. 7
2
CL L3
CWBINE FLOUS OF BASINS L1 AND L2
CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN L3
1 STOR -1
0.030 OT040 0.030 4700 0.036
450 465 480 495 505 520 535 115 110 105 100 100 105 110
CL L3
4.75 RUNOFF FRW CALAVERA LAKE BASIN L3
IO... . . . .1.. . . . . .2.. . . . . .3.. . . . . .4.. . . . . .5.. . . . . .6.. . . . . .7.
KK PT. 8
KM CWBINE FLWS OF BASIN L3 UlTH ROUTED FLW
HC 2
KK PT. 8
Kw CIMBINE FLWS OF BASIN A12 UlTH ROUTED FLW FRW L3 HC 7 -
KO 2 2
KK CL A12
KM CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A12
RS 1 STOR -1
RC 0.030 0.028 0.030 1200 0.007
RX 482 488 494 500 506 512 518
RV 52 48 44 40 40 44 48
KK CL A13
KM CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A13
RS 1 STOR -1
RC 0.030 0.028 0.030 2050 0.004
RX 482 488 494 500 506 512 518
...
550 115
PAGE 5
... B ....... 9 ...... 10
524 52
524
4
1 96
197
198
199 200 201 202
203
204 205
206
207
208
209
210
211
212 213
214 215
216
217
218
219
220
221
222
223 1
LINE
224
225
226
227
228
229
230
23 1
232
233
234 235 236
237
238
239 240 241
242 243 244
245 ~~
246
247 248 249 250
251 252
RY 47 43 39 35 , 35 39 43 47
KK AQUAUA
Ku RUNOFF FRW AQUA HEDIONDA BASIN UA
PB 5.50
BA 6.50
LS 83 UD 1.02
KK AQUAUB
Ku RUNOFF FROM AQUA HEDIONDA BASIN UB
PB 5.4
KK PT 10
KM CWBINE FLOUS FRW AQUA BASINS UA AND UB
HC 2
KK AQUAUF
KM ROUTING THRWGH CHANNEL IN BASIN UF
RS 1 STOR -1
RC 0.030 0.040 0.030 7300 0,0075
RX 800 905 965 1000 1020 1040 1100 1315
RY 350 325 320 318 319 320 325 350
KK AQUAUF
KM RUNOFF FRW AQUA HEOIONDA BASIN UF
PB 5.2
BA 1.11
LS a4
UD 0.46
HEC-1 INPUT
IO ....... 1.......2.......3.......4.......5.......6.......7.......8.....
KK AQUAUF KM COMBINE FLOUS FRW AQUA HEDIONDA BASIN UF AND RWTED FLOU
HC 2
KK AQUAUE
KM RUNOFF FRW AQUA HEDIONOA BASIN UE
PB 5.0
BA 0.242
LS 79 UD 0.17
KK AQUAUG
KM RUNOFF FROM AQUA HEDIONOA BASIN UG
PB 5.1
BA 1.15
LS 80
UD 0.41
KK PT 11
KM
HC 3
KK AQUA G
KM RWTING THRWCH CHANNEL IN BASIN G
COMBINE FLWS FRW BASINS UE, UF, AND UG
RK 8200 0.022 0.033 0 0 20 3
KK AQUA G KM RUNOFF FROM AQUA HEDIONOA BASIN G
PB 4.9
BA 0.51
LS 77 UO 0.38
KK PT 12
YII CCUBINE FLW FRW BASIN G UlTH RWTED FLW
..9 .....
PAGE 6
,.lo
5
253
254 255 256 257
258 259
260 261 262 263 264 265 1
LINE
I
266 267
268
269 -. . 2 70
271 272
273 274
275
276
277
278
279
280
281
282 ~~~
283
284
285
286
287
288
289 290
291
292
293
2PL ...
295
296
297
298
299
300
301
302
303 304
305
LINE
HC 2
KK AQUAUC
KM RUNOFF FROM AQUA HEDIONDA BASIN UC
P0 5.25 BA 1.65
LS 80 UD 0.60
KK AQUAUD KM RUNOFF FRW AQUA HEDIONDA BASIN UD
PB 2.85
BA 0.42
LS 78
UD 0.22 HEC-1 INPUT
ID... ... .1.. .... .2.. .... .3.. .... .4.. .... .5.. .... .6.. .... .7.. .... .8.. .... .9.. ... .10
KK PT 13
KM COnBlNE FLWS FROM UC AN0 UD
HC 2
KK AQUA H
KM RWTING THRWGH CHANNEL IN BASIN H
RS 10 STDR -1 0
RK 2300 0.018 0.032 0 0 20 3
KK AQUA H
KM RUNOFF FROM AQUA HEDIONDA BASIN H
PB 4.9
0A 0.35
LS 78 UD 0.20
KK PT 14
KM COMBINE FLW FROM BASIN H WITH RWTED FLW
HC 2
KK AQUA F KM RWTING THRWGH CHANNEL IN BASIN F
RK 4200. 0.022 0.033 0 0 20 3
KK AQUA F
KM RUNOFF FROM AQUA HEDIONDA BASIN F
PB 4.9 BA 0.96
LS 81
UD 0.17
KK PT 12
KM COMBINE FLW FROM BASIN F WITH RWTED FLW
HC 2
KK PT 12
KM COMBINE FLW FROM BASIN G YlTH RWTEO FLW
HC 2
KK AQUA E
KM ROUTING THROUGH CHANNEL IN BASIN E
RK 4200 0.010 0.035 0 0 20 2
KK AQUA E
KM RUNOFF FROM AQUA HEDIONDA BASIN E PB 4.75
BA 0.58 LS 76 M 0.23
HEC-1 INPUT
ID ....... i ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... a ....... 9 ...... IO
PAGE 7
PAGE 8
6
306
307
308
309
310 31 1
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342
343
344
345
346
347
348
349
1
LINE
350
351
352
353
354
355
356
357
358
359
360
KK PT 15
Kl4 COMBINE FLW FROM BASIN E WITH RWTED FLW
HC 2
YY AOIL n ..... . -
KM RWTING THRWGH CHANNEL IN BASIN D
RK 1800 0.010 0.035 0 0 25 2
KK AQUA D KM RUNOFF FROM AQUA HEDIONOA BASIN 0 BA 0.28
LS 75 UD 0.16
KK PT 16
KM COMBINE FLW FROM BASIN 0 WITH RWTEO FLW
HC 2
KK AQUA C
KM RUNOFF FROM AQUA HEDIONOA BASIN C
BA 0.302
LS 79
UD 0.12
KK PT 17
KM
HC 2
KK AQUA B
KM RWTING THRWGH CHANNEL IN BASIN B
RK 3800 0.007 0.030 25 1.5
KK AQUA B
COMBINE FLW [RW BASIN C WITH RWTED FLW
KM RUNOFF FROM AQUA HEDIONDA BASIN B
PB 4.50
EA 0.25
LS 83
UO 0.24
KK PT 18
KM COMEINE FLW FRffl BASIN E WITH RWTED FLW
KO 2 2
HC 2
KK PT 18
KM Cffl8lNE FLWS FRDn AQUA HEDIONDA CREEK AND CALAVERA CREEK
HC 2
KK CL A13
KM RUNOFF FROM CALAVERA LAKE BASIN A13 PE 4.5
BA 0.17
LS 78
UO 0.15
HEC-1 INPUT
ID. ..... .1.. .... .2.. .... .3.. .... .4.. .... .5.. .... .6.. .... .7.. .... .E.. ....
KK PT 18
KM COMBINE FLWS OF BASIN A13 WITH RWTED FLCU
HC 2
KK AQUA14
KM RUNOFF FROM BASIN A14
PB 4.5
8A 0.43
LS 79 uo 0.18
KK PT 18 m CDWEINE FLCUS OF BASIN A14 WITH RWTED FLW
.9.. ..
PAGE Q
..lo
7
363 KK AQUA A
364 KM RUNOFF FRW APUh HEDlONDA BASIN I
365 BA 0.283
366 LS 76 367 UD 0.10
368 KK PT 19
369 KM COMBINE FLWS OP BASINS A AND B 370 HC 2
371 22
* FLWO HYDROGRAPH PACKAGE (HEC-1) * FEBRUARY 1981
REVISE0 02 AUG 88 * * *
RUN DATE 09/07/1996 TIME 15:31:30 * * ..
t**r****.l.t*******t*tttl.....*t****t*t
6 10
IT
DRAINAGE STUDY FOR NE QUADRANT OF CARLSBAD
FOR EXISTING CONDITIONS OF UATERSHED DEVELOPMENT 24-HOUR STORM, 100-YEAR EVENT
ZONES 7. 14 AN0 15
WTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYOROGRAPH PLOT SCALE
HYDROGRAPH TIME DATA
NMlN 5 MINUTES IN CCUPUTATIDN INTERVAL
IOATE 1MAY96 STARTING DATE
ITlME 1200 STARTING TIME
NQ 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2MAY96 ENDING DATE
NDTIME 1255 ENDING TIME
ICENT 19 CENTURY MARK
CCUPUTATION INTERVAL .08 HOURS
TOTAL TIME BASE 24.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE OEGREES FAHRENHEIT
.I.. t**tttttt.t.t-=.~.....~~~.~=..t..
t I
U.S. ARUY CORPS OF ENGINEERS *
THE HYDROLOGIC ENGINEERING CENTER *
609 SECOND STREET
DAVIS, CALIFORNIA 95616 (916) 551-1748
* .. . *
t *
..t.t.*ttttt....*~***.*---...*~~...~~..~
*tt t.. f.* .*. ttt **. *.. ttt .*. t.. *** ..* tt. t.. t.. ttt *** *." t.. t.. ... ttt tt. ... t.. *.. ... ttt *** *.. tt. .** **t
..,*++.****+.**
108 KK * PT. 5 * II
" t ........ *..**.
110 KO OUTPUT CONTROL VARIABLES ....
IPRNT 3 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
8
111 RS
112 SA
113 SE
114 SS
STORAGE RWTING
NSTPS 1 NUMBER OF SUBREACHES
ITIP ELEV TYPE OF INITIAL CONOITION RSVRlC 209.00 INITIAL CONOITION X .OO WORKING R AND D COEFFICIENT
AREA 21 .o 24.0 27.0 30.0 33.0 35.0 38.0 39.5 41 .O 43.0
ELEVATION 208.00 210.00 212.00 214.00 216.00 217.00 218.00 219.00 220.00 221.00
SPILLWAY
CREL 216.50 SPILLUAY CREST ELEVATION
coau 2.64 UElR COEFFICIENT
EXPW 1.50 EXPONENT OF HEAD
SPUlD 150.00 SPILLUAY UlOTH
**.
CDHPUTEO STORAGE-ELEVATION DATA
STORAGE .OO 44.97 95.94 152.91 215.89 249.88 286.37 325.12 365.37 407.36 ELEVATION 208.00 210.00 212.00 214.00 216.00 217.00 218.00 219.00 220.00 221.00
CDHPUTED WTFLOU-ELEVATION DATA
WTFLOU . 00 .no .65 5.19 17.50 41.49 81.03 140.01 222.33 331.87 ELEVATION 208.00 216.50 216.51 216.56 216.63 216.72 216.85 217.00 217.18 217.39
WTFLOU 472.52 648.18 862.73 1120.06 1424.06 1778.62 2187.61 2654.95 3184.51 3780.19
ELEVATION 217.63 217.89 218.18 218.50 218.85 219.22 219.63, 220.06 220.51 221.00
COMPUTE0 STORAGE-00TFLOY-ELEVATION DATA
STORAGE .OO 44.97 95.94 152.91 215.89 232.63 233.11 234.53 236.90 240.24
WTFLOU .OD . 00 .no .oo . 00 . 00 .65 5.19 17.50 41.49 ELEVATION 208.00 210.00 212.00 214.00 216.00 216.50 216.51 216.56 216.63 216.72
STORAGE 244.56 249.88 256.25 263.72 272.34 282.17 286.37 293.26 305.56 319.10
WTFLOU 81.03 140.01 222.33 331.87 472.52 648.18 727.50 862.73 1120.06 1424.06 ELEVATION 216.85 217.00 217.18 217.39 217.63 217.89 218.00 218.18 218.50 218.85
STORAGE 325.12 333.93 350.10 365.37 367.65 386.70 407.36 ~~~ ~~ ~ ~ ~~
WTFLOU 1565.33 1R8.c 2187.61 2592.97 2654.95 3184.51 3780.19
ELEVATION 219.00 219.22 219.63 220.00 220.06 220.51 221.00
111111 e.. ..* **e t..
HYDROGRAPH AT STATION PT. 5
PEAK FLOU TIME MAXIMUM AVERAGE FLOU
6-HR 24-HR 72-HR 24.92-HR
+ (CFS) (HR)
+ 604. 11.67 416. 182. 175. 175.
(INCHES) 1.072 1 .E73 1 .an 1 .E73
(AC-FT) 206. 361. 361. 361.
(CFS)
PEAK STORAGE TIME
+ (AC-FT) (HR)
280. 11.67
MAXIIII*I AVERAGE STORAGE 6-HR 24-HR 72-HR 24.92-HR
269. 174. 168. 168.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24.92-HR + (FEET) (HR) 217.82 11.67 217.52 214.31 214.11 210.11
CUMULATIVE AREA = 3.61 sa MI
Q
1 STATIOY PT. 5
(1) INFLW, (0) WTFLOU 0. 200. 400. 600. 800. 1000. 1200. 1400. 1600. 0. 0. 0. 0.
0. 0. 0. 0. 0. 0. 0. 100. 200. 300. 0. 0. 0. (SI STORAGE
OAHRMN PER 1,200 11 ............................................................. s. ......,-........ .....____ ___...... .._...... .........
11235 81 .s
11240 91 .s
11245 101 .s
11250 111 .............................. S............................. 11255 121 .s 11300 131 .s
11305 141 .s 11310 151 .s
11315 161 .s
11320 171 .s
11325 181 .s
11330 191 .s
11335 201 .s
11345 221 .s 11350 231 .s
11355 241 .s 11400 251 .s
11405 261 .s
11410 271 .s
11415 281 .s 11420 291 .s
11425 301 .s
11435 321 .s 11440 331 .s 111.45 341 .s 11450 351 .s 11455 361 .s 11500 371 .s 11505 381 .s 11510 391 .s 11515 401 .s
11520 411 .............................. S...... ....................... 11525 421 .s 11530 431 .s 11535 441 .s 11540 451 .s
11545 461 .s
11340 211 .............................. S.............................
11430 311 .............................. S.............................
11550 471
11555 481 11600 491
11605 501
11610 511 .
11615 521
11620 531
11625 541
11630 551
11635 561
11640 571
11645 581
11650 591
....
11655 601
11700 611 . . . . . .
11705 621 11710 631
11715 641
11720 651
11725 MI 11730 671
... ....
.s .s .s .s .s.... .s .s .s .s .s .s .s .s .s
.s .s .s .s .s .s
............. s.......... ... ......
11735 bsI .s
...
~~ ~~ ... 11740 6901 .s 11745 7001 .s 11750 7101.. ............................ S............................. 11755 7201 .s
10
11800 7301 .s 11805 7401 .s 11810 7501 .s 11815 760 I .s
11820 770 I .s 11825 780 I .s 11830 790 I .s 11835 800 I .s
11840 810.1 ............................. s..................... ....... 11845 820 I .s
11850 830 I .s
11855 840 I .s
11900 850 I .s
11905 860 I .s
11910 870 I .s
11915 880 I . .s
11920 890 I . .s
11925 900 I . .s
11935 920 I. .s
11940 930 1. .s
11945 940 I. .s
11950 950 I. .s
11955 960 I. .s.
12000 970 I .s. 12005 980 I .s.
12010 990 .I .s. 12015 1000 .I .s.
120201010 ...... I........................S............................
12025 1020 .I. .s.
12030 1030 I. .s.
12035 1040 1. .s.
12040 1050 .I .s.
12045 1060 .I . 5.
12050 1070 I. . s.
12055 lOB0 1. . s.
12100 1090 .I s.
12105 1100 .I s. 121101110 .................. I...............S.......................... 12115 1120 .I 5.
12120 1130 .I. s.
12125 1140 1. s.
12130 1150 .I s
12135 1160 .I. .s
12140 1170 1. .s 12145 1180 .I .s
12150 1190 . I .s 12155 1200 I. s .
122001210 .................................. I..S....................... 12205 1220 .IS.
12210 1230 . IS. 12215 1240 . I s. 12220 1250 . I s. 12225 12M) .I s 12230 1270 .I .s 12235 1280 .I .s
12240 1290 .I .s 12245 130. 0 I. .s.
12250131 .... 0.. ......................... I...........S.................. 12255 132. .o 1. . 5.
12300 133. . 0. .I . s. 12305 134. 0 .I 5. 12310 135. .o I. 5. 12315 136. . 0. .I s. 12320 137. 0. I s. 12325 138. 0. I. 5. 12330 139. 01. s. 12335 140. 01 5.
12340141 ............... 01 ............................ S................
12345 142. 10 s.
12350 143. IO s.
12355 144. 10 5.
20000 145. I 0. s.
11930 910 .. 1............................S.............................
11
20005 146. . I 0. s.
20010 147. . I 0. s.
20015 148. . I 0. s. 20020 149. .I 0. 5 20025 150. .I 0. 5
20030151. .......... 1.0 .............................. S 20035 152. .I 0 . 5 20040 153. .I 0 . 5 20045 154. .I 0 . s. 20050 155. IO . 5. ~~~~~ ~~~ ~~ 20055 156. IO . s. 20100 157. IO s.
20105 158. 10 5.
20110 159. IO s.
20115 160. 10 s.
20125 162. 1. 0 s.
20130 163. I .o 5.
20135 164. I .O s.
20140 165. I .o s.
20145 166. I .o s.
20150 167. 10 5.
20155 168. IO s.
20200 169. 10 s.
20120161. ......... 1.0 ................................ S............ .....
20245 178.
20250 179.
20255 180.
20300 181.
20305 182. 20310 183.
20315 184. 20320 185.
... 10
.I .o.
I 0. I 0.
I 0.
10.
IO.
IO.
. . . . . . . . .... s.
s. s. s. s. s. s.
......... s............
10. s.
10 . s.
10 . . s. ...... 10 ................................. s.......
I. . s.
I. . 5.
10 . . 5. . 10. . 5.
-.. __ . . . . 20330 187. . 20335 188. .IO. 20340 189. .IO. 20345 190. .IO.
. . . . . . .
~ ~~~ 20325 186. . IO. . s. 20330 187. . 10. . 5. 20335 188. .IO. . s. 20340 189. .IO. . s. 20345 190. .IO. . s.
. s. . s. . s. 20350191 ....... 1.0 ................................... S............. ....
20355 192. . 10 . . s. 20400 193. . IO . . 6.'
20405 194. . 10 . . s.
20410 195. . 10 . . s.
20415 196. .I. . 5.
20420 197. .I. . 5.
20425 198. .I. . 5. 20430 199. .I. . 5. ~~ ~~ ~ ~ 20435 200. .I. . s.
20440201 ........ I...................................S................. 20445 202. .I. . 5. 20450 203. .I. . s.
20455 204. .I. 20500 205. .I. 20505 206. .I. 20510 207. .I.
. s.
5. . s. . 5.
20520 209. .I. . s. 20525 210. .I. . s.
20530211.. ...... I... ................................ S.................
20535 212. .I. 20540 213. .I.
. s. . s.
20545 216. . 10 . . s. . 10 . . 5. . IO . . s. 20600 217. . IO . . s.
20605 218. . 10 . . s.
12
20610 219.
20615 220.
20620 221.
20625 222.
20630 223. 20635 224. 20640 225. 20645 226. 20650 227. 20655 228.
20700 229. 20705 230.
20710 231. 20715 232.
20720 233, 20725 234.
20730 235. 20735 236.
20740 237.
20745 238.
20750 239.
20755 240.
20800 241.
20805 242.
20810 243. 20815 244.
20820 245. 20825 246. 20830 247. 20835 248. 20840 249. 20845 250. 20850 251. 20855 252. 20900 253.
....
....
....
....
. 10 . IO . .IO . 10 . 10 . 10 . IO . 10
.IO . 10 . IO
.I 0
.I .o. .I 0
.I 0 .IO
.IO
10
10
10
IO
10
IO. .
10
IO
IO
10
IO
10
10
IO
I
I..
01
01
. s. . s.
. s. . s. . s. . s. . s. . s. . 5. . s. . s.
. s. . s. . 5. . s. . 5. . s. . 5. . s. . s.
. 5. . s. . s. . 5. . 5. . s. . s. . s. . s.
. s. . s.
................................... s .................
................................... s .................
................................... s .................
................................... s .................
...................................................................................................
**..***.**.***
t *
181 KK PT. 8 .
t*ttt..ttt.C*t
184 KO OUTPUT CONTROL VARIABLES
IPRNT 2 PRINT CONTROL
]PLOT 2 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
183 HC HYDROGRAPH CDnElNATlON
I CWP 2 NUMEER OF HYDROGRAPHS TO CCUBINE
ttt ...................................................................................................................................
PEAK FLW TIME MAXIMUM AVERAGE FLW 6-HR 24-HR 72-HR 24.92-HR
+ (CFS) (HR)
+ 896, 11.67 703. 342. 329. 329.
(INCHES) 1.108 2.156 2.156 2.156
(At-FT) 349. 678. 670. 678.
(CFS)
CUMULATIVE AREA = 5.90 SO MI
13
1 STATION PT. 8
(0) WTFLW 0. 100. 200. 300. 400. 500. 600. 700. 800. 900. 0. 0. 0.
DAHRMN PER 11200 10
11350 230 11355 240
11400 250
11405 260
11410 270
11415 280
11420 290 11425 300
11430 310.. . . . . . . . . . . . . . . . . . .
11435 320 11440 330
11445 340
11450 350 11455 360
11500 370
11505 380
11510 390
11515 400
11545 460 11550 470 11555
11600
11605
11610
11615
11620 11625
11630
11635
11640 11645
11650
11655
11700
11705
11710
11715
11720
11725
11730
11735
11 740
11745
480
490
500
510 5 20 530 540
550
560
570
580
590 600
610 620 630 640 650
6M)
670 680
690 700
. . . . . . . . ... .. ..
.........................
.........................
.....................
.....................
~~ 11750 710 . . . . . . . . . . . . . . . . ............................................... 11755 72.0 11800 73.0 74.0 11810 75.0 11815 76.0 11820 n.0
11840 81.0 ........................................................... 11845 82. 0 11850 83. 0 11855 84. 0
11900 85. 0
11905 86. 0
11910 87. 0 11915 88. 0 . 11920 89. 0 .
14
11925 90. 11930 91. 11935 92. 11940 93. 11945 94. 11950 95.
11955 96.
12000 97.
12005 98. 12010 99. 12015 100. 12020 101. 12025 102. 12030 103.
12035 104. 12040 105.
12045 106. 12050 107. 12055 108. 12100 109. 12105 110. 12110 111. 12115 112. 12120 113. 12125 114. 12130 115. 12135 116. 12140 117.
12150 119. 12155 120. 12200 121. 12205 122. 12210 123. 12715 124. 12220 125. 12225 126. 12230 127. 12235 128. 12240 129.
12245 130. 12250 131.
12145 118.
0. .o. . . .
0. 0.
0.
0.
0.
0.
0 .a .o .....
..... .. .. .. ............
............
o........... .o . 0. .o .
0. .o
.. ... ... ......
0.. . .
0. 0.
0. .o
0
... .. .. ... .... ..
........ I.........
..................
0
..
0 .o
... ..... 0 .. ..... .. ..... ....
0
..
0. .a .o ..... ............ .o. . . .o .o .o .o
..... ..
0
0 .o
0.
................ .o
0.. . . .. 12255 132. .o
12300 133. .o
12305 134. . 0. 12310 135. .o
12315 136. 12320 137.
0. .o
138. 139. 140. 141.
142. 143. 144. 20000 145.
1P6.
...............................
...............................
0. 0.
0. ...........
0 .o. .o . . 147. 148. 149. 150. 151.
0. ..... o...... 0. .o. .o . .o .o .o 0
0.
0.
...............
20035 200LO 152. 153. 154. 155. 156. 157. 158. 159. 160. 20120161. ................................. O.... ....................... 20125 162. . 0.
15
20130 163. 20135 164. 20140 165. 20145 166. 20150 167. 20155 168. 20200 169. 20205 170. 20210 171.
20215 172.
20250 179.
20255 180.
20300 181.
20305 182.
20310 183.
20315 184.
20320 185.
20325 186.
20330 187.
20335 188.
20340 189.
20345 190.
20350 191. 20355 192. 20400 193. 20405 194. 20410 195. 20415 196. 20420 197.
......................
......................
....................
...
...
.o .o .o .o .o .o .o
0 . . . .o. . . .
0.
0.
0.
0.
0.
0.
0.
0.
0. . .o. . . . . .
0.
0.
0
0
0
0.
0.
0.
0. .o. .
0.
0.
0.
0.
0.
0.
......................
......................
...................... .....
LU’t33 LUU. V.
20440201. ....................... O..................................... 20445 202. 0.
20450 203. 0.
20455 204. . 0. 20500 205. . 0. ..
20505 206. . 0. 20510 207. . 0.
20515 208. . 0.
20520 209. . 0. 20525 210. . 0.
20530211 ....................... O..................................... 20535 212. 0.
20540 213. . 0. 20545 214. . 0.
20550 215. .o.
20555 216. .o.
20600 217. .o.
20605 218. .o .
20610 219. .o .
20615 220. .o
21250 299. 0. 21255 300. ...--.....---...~~..---.o-~...-.....--- _________ ___..____ _________ _________ _________ _....____,___..____,.........,
1
tt. lll. *t* *** ttt tt. *,. t.. ... ttt ... tt. *.* ... **. ..* tt. e.. t.. t.. ... t.. *.. ttt .** *t. tt. *I* *.. **. **. *** .*. .. **.*...*..** . 1
337 KK PT 18 * . * ***......*****
16
339 KO WTPUT CONTROL VARIABLES
IPRNT 2 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
340 HC HYDROGRAPH CCUEINATION I COUP 2 NUMEER OF HYDROGRAPHS TO CDMElNE
***
.....................................................................................
PEAK FLOU TIME
+ (CFS) (HR)
MAXIMUM AVERAGE FLOU 6-HR 24-HR 72-HR 24.92-HR
(CFS) + 6334. 10.75 3609. 1460. 1406. 1406.
(INCHES) 1.939 3.137 3,137 3.137
(AC-FT) 1790. 2895. 2895. 2895.
CUMULATIVE AREA = 17.30 SQ MI
1 STATION PT 18
11945
0. 1000.
10-.......-,-. PER
91.0.. . . 92. 0 93. 0 94. 0
11950 95. 11955 96.
12025 102.
(0) WTFLW 2000. 3000.
... _...
4000.
... ..
5000.
...
0.
0.
0.
0.
0.
0.
0.
.. o......................
6000. 7000.
......... . ..........
0. 0.
..__...._ ....... .............
0. 0. 0.
......... ......... ............
...............................
12030 103. 0.
12035 104. 0.
12040 105. 0
12045 106. .o
12050 107. .o
12055 108. .o .
12100 12105 12110 12115
12120
12125
12130
12135
12140 12145
12150 12155 12200 12205
12210
109. .o
110. 0 .... .. ................
115. 0. 116. .o
121 ....................... o.............
122. 0.
123. .o
.. ...........
12215 124. .o .
12240 129. .o
12245 130. .o
12250131 ................................ O..... ........................ 12255 132. .o
12300 133. .o
12305 134. .o
12310 135. 0
17
12315 136. 12320 137. 12325 138. 12330 139. 12335 140. '12340 141.
12345 142. 12350 143.
12355 144. 20000 145. 20005 146. 20010 147.
20015 148. 20020 149. 20025 150. 20030 151. 20035 152. 20040 153. 20045 154. 20050 155.
20055 156.
20100 157.
20105 158.
20110 159.
20115 160.
20120 161.
20125 162.
20130 163.
20135 164. 20140 165. 20145 166. 20150 167. 20155 168. 20200 169,
20205 170. 20210 171.
20215 172. 20220 173. 20225 174.
0.
0. . 0. .o . .o ........................ 0 ............................
0. . 0. .o . .o .o
0.
0. . 0. .o .
.o .o
0
0.
0.
0. . 0. .o. .o.
.o .o .o .o .o .o .o .o
0
0
0.
0.
................ 0 .....................................
........... 0 ........................................
......... 0 ..........................................
......
......
......
20230 175. 0. ~ ~~~ ~~ ~~
20235 176. 0. 20240 177. 0. 21245 298. 0.
0. 21250 299. 21255 300 ......... 0 .............................................................................................................
1 ...................................................................................................
tttttt**.ttttt
t
359 KK * PT 18 * " t ***.**.*.****.
361 KO WTPUT CONTROL VARIABLES
IPRNT 2 PRINT CONTROL
IPLOT 2 PLOT CONTROL
PSCAL 0. HYDROGRAPH PLOT SCALE
362 HC HYDROGRAPH COMBINATION I CCnP 2 NUMBER OF HYDROGRAPHS TO CCnBlYE
PEAK FLW TlUE
+ (CFS) (nu)
MAXIMUM AVERAGE FLOU
6-HR 24-HR 72-HR 24.92-HR
18
(CFS) + 7256. 10.67 4395. 1838. 1771. 1771.
(INCHES) 1.717 2.872 2.872 2.872
(AC-FT) 2179. 3646. 3646. 3646.
1
CUMULATIVE AREA = 23.80 SO MI
STATION PT 18
(0) WTFLOW
0. 1000. 2000. 3000. 4000. 5000. 6000. 7000. 8000.
OAHRMN PER
11930 11935 11940 11945 11950 11955 12000 12005 12010
91. .O. . . .
92. 0 93. 0 . 94. 0 . 95. 0 . 96. 0 . 97. 0 . 98. 0 . 99. 0. 12015 100. 0.
..
0.
..
0. 0. 0.
...
......................
12035 10 12040 105, .o 12045 106. .o 12050
12200
12205
12210
12215 12220 12225 12230 12235 12240 12245 12250 12255 12300
12305 12310
107. . 0. 108. 0. 109. 0 110. .o 111. ........... o.......,........................................
112. . 0. 113. 0.
115. .o. .
116. 0. 117. .o 118. .o. 119. 0. 120. .o
121 ............................ o..................,............. 122. 0.
123. .o 124. .o . 125. . 0. 12b. 0. 127. 0 128. .o 129. .o 130. .o
131 .................................... O........................ 132. .o 133. 0 134. 0. 135. 0.
136. 0.
137. . 0.
138. .o.
139. .o
140. .o
141 .............................. o.............................. 142. 0.
12125 114. .o
19
12350 143. . .o .
12355 144. .o . 20000 145. 20005 146. 20010 147. 20015 148.
.o 0
0. . 0. 20020 149. .o.
20025 150. .o
20030151 ..................... O....................... ............... 20035 152. 0 20040 153. 0. 20045 154. 0.
20050 155. . 0. 20055 156. .o.
20100 157. .o . 20105 158. .o .
20110 159. .o 20115 160. .o
20120161 ................ O.................................. ........... 20125 162. .o 20130 163. 0 20135 164. 0
20140 165. 0. 20145 166. 0. 20150 167. 0. 20155 165. 0.
20200 169. 0. 20205 170. 0.
20210171 ............. O...............................................
20215 172. . 0.
20220 173. . 0.
20225 174. .o.
20230 175. .o.
20235 176. .o.
20240 177. .o .
21250 299. .o 21255 300, .....-....-o--....-,.-.-......-.........-.-.-.-.- _._...... ............................................................
1
3
RUNOFF SUMMARY
FLOU IN CUBIC FEET PER SECOND
TIME IN HWRS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOU FOR MAXIMUM PERlW BASIN MAXIMUM TIME OF
OPERAT ION STATION FLOU PEAK AREA STAGE MAX STAGE + 6-HCUR 24-HWR 72-HOUR
+
+ +
+
+
+
HYDROGRAPH AT
CL A1
HYDROGRAPH AT
CL A2
2 COMBINED AT
PT. 1
RWTED TO
CL A3
HYDROGRAPH AT CL A3
2 CfflBlNED AT
PT. 2
HYDROGRAPH AT
CL A4
2 CfflBlNED AT
PT. 2
313. 10.42
93. 10.08
402. 10.33
402. 10.42
226. 10.08
618. 10.25
286. 10.50
901. 10.33
153.
44 *
197.
197.
106.
303.
141.
443.
63.
18.
81.
80.
43.
124.
58.
181.
60.
17.
78.
77.
42.
119.
55.
174.
.74
.21
.95
.P5 342.47 10.42
.48
1.43
.68
2.11
RWTED TO
20
+ +
+
+
+
+
+ +
+
+
+
+
+
+
+ +
+ +
+
+
+
+
+
+
+
+
+
HYDROGRAPH AT
2 CWBlNED AT
HYDROGRAPH AT
2 COMBINED AT
RWTED TO
HYDROGRAPH AT
2 COMBlNED AT
HYDROGRAPH AT
2 CDMBINED AT
HYDROGRAPH AT
2 COMBINED AT
RWTED TO
RWTED TO
HYDROGRAPH AT
2 COnBlNED AT
HYDROGRAPH AT
2 CWBINED AT
RWTED TO
HYDROGRAPH AT
2 CWBINED AT
HYDRDGRAPH AT
HYDROGRAPH AT
2 CDMEINED AT
CL A5
CL A5
CL A5
CL A6
PT. 3
CL A7
CL A7
CL A7
CL A8
PT. 4
CL A9
CL A9
PT. 5
CL A10
CL A10
PT. 6
CL All
PT. 6
CL A12
CL A12
PT. 8
CL L1
CL L2
901. 10.42
79. 10.08
975. 10.42
215. 10.08
1182. 10.33
1181. 10.42
90. 10.08
1265. 10.33
109. 10.17
1371. 10.33
126. 10.08
1489. 10.33
604. 11.67
602. 11.75
120. 10.08
639. 11.75
77. 10.08
665. 11.75
664. 11.83
108. 10.17
699. 11.83
206. 10.25
206. 10.17
443. 181.
37. 15.
480. 196.
101. 41.
581. 237.
581. 236.
42. 17.
622. 254.
51. 21.
673. 275.
58. 24.
731. 298.
416. 182.
415. 180.
56. 23.
445. 203.
36. 15.
464. 218.
464. 217.
50. 21.
492. 238.
99. 41.
97. 40.
174. 2.11
263.37 10.42
15. .20
189. 2.31
40. .50
228. 2.81
228. 2.81 233.84 10.42
16. .20
244. 3.01
20. .29
265. 3.30
23. .31
288. 3.61
175. 3.61
217.82 11.67
174. 3.61 152.54 11.75
22. .36
196. 3.97
14. .23
210. 4.20
209. 4.20
20. .34
229. 4.54
39. .49
38. .48
21
+ PT. 7 412. 10.17
408. 10.25
1%.
196.
ao .
80.
77.
77.
.97
ROUTED TO
CL L3 .97
102.40 10.25
+ +
HYDROGRAPH AT
CL L3 123. 10.25
531. 10.25
896. 11.67
896. 11.67
59.
254.
703.
703.
24.
104.
342.
342.
23.
100.
329.
329.
.39 +
2 COMBINED AT PT. 8 1.36
5.90
2 COMBINED AT PT. 8 +
ROUTED TO
CL A12 5.90 45.76 11.67
+
&
ROUTED TO
CL A13 895. 11.75 703. 340. 328. + + 5.90
41.51 11.75
6.50
3.00
HYDROGRAPH AT
AOUAUA + 2753. 11.00
1328. 10.75
4054. 10.83
3999. 11.00
1527.
692.
2218.
2209.
619.
281.
900.
891.
597.
271.
867.
858.
HYDROGRAPH AT AOUAUB
2 COMBINED AT
PT 10
ROUTED TO
AOUAUF
*
+ 9.50
9.50
323.49 11.00
+ +
HYDROGRAPH AT
AOUAUF 512. 10.33
4402. 10.92
96. 10.08
461. 10.33
4840. 10.83
4839. 10.92
174. 10.42
4977. 10.92
666. 10.58
57. 10.50
723. 10.58
722. 10.58
102.
w3.
18.
92.
1103.
1097.
35.
1132.
137.
12.
148.
148.
W.
956.
18.
ea.
1062.
1056.
33.
1090.
132.
11.
143.
142.
+ 252.
2453.
46.
223.
2716.
2716.
84.
2799.
334.
27.
361.
361.
1.11
10.61
.24
2 CWBINED AT
AQUAUF +
HYDROGRAPH AT
AOUAUE
HYDROGRAPH AT
APUAUG + 1.15
3 CWBINED AT
PT 11 12.00
ROUTED TO
AQUA G + 12.00
.51
HYDROGRAPH AT
AQUA G +
2 CDNBINED AT
PT 12
HYDROGRAPH AT
AOUAUC
HYDROGRAPH AT
AOUAUD
2 CWBINED AT
PT 13
ROUTED TO
AQUA H
HYDROGRAPH AT
I 12.51
1.65
.42
2.07
2.07
+
+
+
+
22
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
1
2 COMBINED A1
RWTED TO
HYDROGRAPH A1
2 COMBINED AI
2 CWBINEO AT
ROUTED TO
HYOROGRAPH AT
2 COMBINED AT
RWTED TO
HYDROGRAPH AT
2 COMBINED AT
HYDROGRAPH AT
2 COMBINED AT
RWTED TO
HYDROGRAPH AT
2 CWBINED AT
2 CWBINED AT
HYDROGRAPH AT
2 CWBINED AT
HYDROGRAPH AT
2 CW~INED AT
HYDROGRAPH AT
2 COMBINED AT
AQUA H
PT 14
AQUA F
AQUA F
PT 12
PT 12
AQUA E
AQUA E
PT 15
AQUA D
AQUA D
PT 16
AQUA C
PT 17
AQUA B
AQUA B
PT 18
PT 18
CL A13
PT 18
AWA14
PT 18
kWA A
PT 19
129. 10.08
842. 10.58
840. 10.58
396. 10.08
1200. 10.50
6015. 10.75
6007. 10.75
186. 10.17
6154. 10.75
6148. 10.75
88. 10.08
6206. 10.75
112. 10.00
6269. 10.75
6261. 10.75
95. 10.08
6334. 10.75
7112. 10.75
55. 10.08
7146. 10.75
144. 10.08
7256. 10.67
86. 10.00
7311. 10.67
60.
420.
420.
182.
599.
3393.
3392.
87.
3478.
3478.
40.
3518.
51.
3567.
3566.
45.
3609.
4307.
25.
4331.
66.
4395.
39.
4432.
25.
172.
172.
75.
246.
1378.
1373.
36.
1410.
1408.
17.
1425.
21.
1446.
1441.
18.
1460.
1800.
10.
1811.
27.
1838.
16.
1854.
24.
166.
165.
72.
237.
1327.
1323.
35.
1358.
1356.
16.
1372.
20.
1393.
1388.
18.
1406.
1734.
10.
1744.
26.
1771.
16.
1786.
SUMMARY OF KINEMATIC UAVE ROUTING
(FLW IS DIRECT RUNOFF UITHWT BASE FLW)
23
.35
2.42
2.42
.96
3.38
15.89
15.89
.58
16.47
16.47
.28
16.75
.30
17.05
17.05
.25
17.30
23.20
.17
23.37
.43
23.80
.28
24.09
INTERPOLATED TO
COPIPUTATION INTERVAL
ISTAO ELEMENT OT PEAK TIME TO VOLUME OT PEAK TIME TO VOLUME PEAK PEAK
(MINI (CFS) (MINI (IN) (MIN) (CFS) (MlN) (IN)
CL A12 3 .43 664.48 710.03 1.92 5.00 664.47 710.00 1.92
CONTINUITY SUMMARY (AC-FT) - INFLOW= 433.201 EXCESS= ,000 WTFLOU= 430.273 BASIN STORAGE= 2.983 PERCENT ERROR= -.013
AOUA G 3 .28 4839.66 654.71 3.40 5.00 4839.17 655.00 3.40
CONTINUITY SUMMARY (AC-FT) - INFLOU= 2187.635 EXCESS= .DO0 WTFLWI 2175.267 BASIN STORAGE= 12.064 PERCENT ERROR= .014
AOUA H 3 .55 723.04 636.94 2.65 5.00 721.78 635.00 2.65
CONTINUITY SUMMARY (AC-FT) - INFLOW= 293.818 EXCESS= .OOO UJTFLW= 293.077 BASIN STORAGE- .701 PERCENT ERROR= .014
AOUA F 3 .50 841.89 639.07 2.64 5.00 839.75 635.00 2.64
CONTINUITY SUMMARY (AC-FT) - INFLOW= 342.071 EXCESS= .OOO WTFLOUE 340.482 BASIN STORAGE= 1.538 PERCENT ERROR- ,015
AOUA E 3 .27 6014.63 647.69 3.21 5.00 6007.41 645.00 3.21
CONTINUITY SUMMARY (AC-FT) - INFLOU= 2733.111 EXCESS= .OOO WTFLOU= 2724.081 BASIN STORAGE= 8.698 PERCENT ERROR= .012
AOUA 0 3 .25 6153.47 646.02 3.18 5.00 6148.12 645.00 3.18
CONTINUITY SUMMARY (AC-FT) - INFLWE 2796.112 EXCESS= ,000 WTFLW- 2792.793 BASIN STORAGE- 3.401 PERCENT ERROR; -.On3
AOUA B 3 .23 6269.33 647.31 3.14 5.00 6260.95 645.00 3.14
CONTINUITY SUMMARY (At-FT) - lNFLOU= 2867.803 EXCESS; ,000 WTFLOUi 2859.120 BASIN STORAGE; 8.393 PERCENT ERROR= ,010
*** NORMAL EN0 OF HEC-1 ***
24