HomeMy WebLinkAbout3466; OLIVENHAIN RD WIDENING & REALIGNMENT; INTERIM CONDITION DETENTION STUDY FOR BASIN "D" ENCINITAS CREEK; 1992-02-01S :5
Interim Condition Detention Study
for Basin "D" on Encinitas Creek
Prepared for
Fieldstone/La Costa Associates
P.O. Box 9000-266 0,
Carlsbad, CA 92009
Prepared by
Howard H. Chang
Ph.D., P.E.
February, 1992
EXECUTWE SUMMARY
A study has been made to provide an interim configuration for the spillway of
floodwater detention basin "D" on Encinitas Creek. The purpose of this measure is to lower
the peak stage in the basin to avoid flooding of major existing buildings at this time. This
interim spillway may still maintain the effectiveness of the basin for flood discharge
attenuation since the present basin has a greater storage volume. Among the major
concerns, the interim spillway must attenuate the 100-yr discharge so that it will not overtop
the roadway of El Camino Real located downstream.
Hydrologic design of the interim basin and spillway is based on HEC-1 computations
to route the 100-yr flood through the basin. The interim elevation of spillway crest is 2 feet
lower than the eventual crest elevation. This change is shown to result in a peak: basin stage
of 108.15 feet, which is about two feet lower than that for the eventual condition. 'This new
peak stage, will avoid flooding of major existing buildings.
Under the interim condition, the outflow discharge from detention basin D is slightly
higher than the original value Effects of the small downstream discharge mcreases are
evaluated to 'determine if the low bridge at El Camino Real can still pass the higher
discharge. This evaluation is based on theY HEC-2 model. The computed water-
elevation is still lower than the roadway elevation; the 100-yr flood does not overtop' the
road surface and the entire discharge passes through' the bridge opening.
The interim condition does not affect other discharges downstream of El Camino
Real bridge. The drainage condition at La Costa Avenue is unchanged during the interim.
INTERIM CONDITION DETENTION STUDY
FOR BASIN "D" ON ENCIMTAS CREEK
INTRODUCTION
This study has been made to provide an interim configuration for the spillway of
floodwater detention basin D, presented originally in the report Drainage Study for Encinitas
Creek, by H. Chang for Fieldstone/La Costa Associates, May, 1991. The location of
detention basin D as shown in Fig. 1 is south of Olivenhain Road, west of Rancho Santa Fe
Road, and east of the new subdivision Bridgewater. This basin is between the concentration
points 7 and 8A on the map. In the original study, the boundary of the floodwater detention
basin coincides with the floodway boundary since those areas outside the floodway will
eventually be developed and therefore above the 100-yr flood level. The eventual detention
basin has a peak stage of 110.08 feet, which will inundate several existing buildings. It is
desired to avoid such flooding for the interim. For this reason, anm spillãsi
is needed tc__ë?thepeakte. This interim spillway may still maintain the effectiveness
of the basin for flood discharge attenuation ~iff th at
this time before areas outside the floodway boundary are filled above the flood level.
Among the major concerns, the interim spillway must attenuate the 100-yr discharge so that
it will not overtop the roadway of El Carnino Real located downstream.
ORIGINAL HYDROLOGIC DESIGN FOR DETENTION BASIN D
The original basin has an average length of 1,320 feet, an average VeTh1WiaiiiJ
and an eventual surface area of about 11 acres. It provides adequate floodwater
storage for flood discharge attenuation such that the reduced discharge may pass through
the bridge at El Camino Real. The design configuration for the iiiiL1 spfflwayias the
following features:
'1
-
•
Spillway crest elevation: 106 feet V
V
V
gth"of"spillw (dimension perpendicular to flow): 1f3 .
Width of spillway (dimension in flow. direction) . feet V.
Maximum outflow discharged T
*
V
. . •.
V
Maximum storage in basin: 83.6 acre-feet
V Size of pipe spillway: 36" RCP
ffi HYDROLOGICAL CONDITION
V
For the interim, the rd:thdtention:b hasaIarg V
tv:O1ume3 The elevation-surface area relation for the basin is established based on-the 40-
scale topographic map The tabulation of elevation-surface area for the mtenm basm is
given below
Elevation Storage volume
feet acres
100 0
•. •
102 . • 2.13. . V V V *
V
•V V
V * • V V V 'V
104 795
106 1306 -
108 1729
110 1970
V..
V V V L •. V
Hydrologic design of the basin and spillway is based on HEC-1 computations. In this
process, a lower spillway crest for the basin is first assumed. This spillway is a broad-crested V
weir with sloped upstream and downstream faces- and rounded corners Hydraulic
computation for its stage-discharge relationship is given in Appendix A. The 100-year flood
is routed through this basin using the HEC-1 computation. The results of the routing are,
evaluated to see if they meet he requirements 'for a lower, peak stage in the basin. The
. • •* V• - VV V
.. - 'V.. 3
crest elevation is then adjusted until the results are satisfactory. The crest elevation is
finalized at 104 feet based on the computed results of peak stage of 108.15 feet and the fact
the outflow discharge may still pass through the bridge at El Camino Real.
Results of the hydrology study are summarized and compared with other cases in the
following. Other detailed output information can be found from the computer listings of
HEC-1 in Appendix B.
Point Area Case 1 Case'-2 Case 3
Conc. sq. mi. No basin Interim condition Eventual condition
6C 0.65 561 561 561
6B 1.02 900 900 900
6A 1.22 1,025 1,025 1,025
6 1.47 1,215 734 734
5A 0.64 539 539 539
5 1.32 1,051 1,051 1,051
7 2.79 2,241 11,163 1,163
8A oufl.67 783 753
87cg/o ' 41 2,597 880 8277
1 0.88 842 842 842
2 058 511 '511-:-511
3 146 1,353 1,353 1,353
4 2.20 1,891 1,890 1,890
9 5.61 4,047 2,238 2,238
10 6.03 4,207 2,456 2,456
11 0.65 602 170 170
12 6.68 4,450 2,622 2,622
13 734 4,725 2,926 2,926
By comparing the values for case 1 with the corresponding ones for cases 2 and 3,
one may assess the effectiveness of these detention basins for attenuating the flood
4
discharge. The values obtained for the interim condition are tabulated under case 2; they
should be compared with those for case 3 for the eventual condition evaluated previously.
Under the interim condition, it can be seen only those discharges at concentration points
8A (basin outlet) and 8 (El Camino Real) are slightly increased.
It may also be seen from the output listings that the interim spil1Eway:_an7d_b~asinwi1H1
generate a outflow hydrograph with a more uniform distribution of the discharge with a
longer duration than the inflow hydrograph to the basin. Characteristics of the interim
storage and outflow hydrograph for basin D are summarized below:
Peak storage: 64 acre-feet
Peak stage: 108.15 feet
Mãithiiin storage duratii: 16liTh (from 2 hrs. and 40 minutes to 8 hrs. and 40
minutes after the start of rain)
Läimum storage dëj5i aboutt (108 feet - 100 feet)
Average storage depth of basin at peak stage: about 43 feet
Duration of storage after rainfall: 2.7,hrs.
The maximum storage in the basin of 64 acre-feet corresponds to the maximum water level
of 108.15. feet This stage is about 2 feet below that for the eventual condition.
1V FLOW PASSAGE AT EL CAM1NO REAL BRIDGE
Under the interim condition, the outflow discharge from detention basm D is slightly
higher than the original figure A comparison of the affected values are tabulated below.
Interim Eventual
Discharge at basin D outlet 783.cfs 753 cfs
Discharge at El Camino Real 860 cfs 827 cfs
Effects of the small increases in discharge are evaluated to determine if the low bridge at
5
El Camino Real can still pass the higher discharge. This evaluation is based on the HEC-2
model, also used in the original report. Input/output listings for the affected channel reach
(see Fig. 2) are shown in Appendix C. At sec. 0.021 located on the upstream side of the
bridge, the computed water-surface elevation is 79.69 feet. Since this elevation is still lower
than the roadway surface elevation of 81 feet, the 100-yr flood does not overtop the road
surface and the entire discharge passes through the bridge opening.
The interim condition does not affect other discharges downstream of El Camino
Real bridge. The drainage condition at La Costa Avenue is unchanged during the interim.
i
H •
I 5QQr
I - I :
I f /
:.
\_t i
1
°
I
36 35
41
. ,. : •.,
- L 7 Is Fig I Drainage basin of Encinitas Creek
Y 3 / point of concentration E.
drainage subbasin
floodwater detention basin
WT6
:: 1 •• 4
77,
-
I
., \• • • -
4
p.. . .. •. ....'4. .•. 1
1 M1
i:1::4 tj:.I'•.1
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I 313®
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2 21
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btIIi1ili_____
APPENDIX B.
1*****************************************
* *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* FEBRUARY 1981 *
* REVISED 02 AUG 88 *
* *
* RUN DATE 02/20/1992 TIME 10:13:47 *
* *
* *
* U.S. ARMY CORPS OF ENGINEERS *
* THE HYDROLOGIC ENGINEERING CENTER *
* 609 SECOND STREET *
* DAVIS, CALIFORNIA 95616 *
* (916) 551-1748 *
* . *
x x xxxxxxx xxxxx x
x x x x x xx
x x x x
xxxxxxx xxxx x xxxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-i KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -ANSKK- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAI4BREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AI4PT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
NEC-i INPUT PAGE
LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10
I ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD
2 . ID FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT.
3 ID WITH FLOODWATER DETENTION BASINS A, B, C AND
4 ID çNTERIMiZLLAIRIjBJ$ii)
5 ID 6HOUR STORM, 100-YEAR EVENT
6 ID ZONES 11, 12, ETC
7 IT 2 12DEC89 300
8 10 5
9 KK SUB 6C .
10 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C
11 . BA 0.65
.12 IN 15
13 PB 2.90
14 P1 0 .0175 .0175 .0225 .0225 .0275 .0275 .0475 .0475 0.185
15 P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02
16 P1 .02 .02 .02 .02 .02
17 IS 88
18 UD 0.216
19 KK 6C-68 CHANNEL ROUTING
20 RK 3500 0.030 0.030 0 TRAP 25 2
21 KK SUB 68
22 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 68
23 BA 0.37
24 15 90
25 UD 0.137
26 (K PT.68
27 KM COMBINE FLOWS OF 6C AND 6B
28 NC 2
29 KK 68-6A CHANNEL ROUTING
30 RK 2300 0.011 0.040 0 TRAP 40 2
31 KK SUB 6A
32 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A
33 BA 0.20
34 PB 2.8
35 LS 89
36 LID 0.078
37 KK PT.6A CONCENTRATION POINT 6A
38 HC 2
39 (K PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA
40 KO 2
41 RS 1 STOR -1
42 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20
43 SQ 0 60 180 305 450 535 620 700
44 SE 123 124 126 128 130 132 134 136
HEC-1 INPUT
LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10
45 KK 6A-6 CHANNEL ROUTING
46 RK 2120 0.011 0.040 0 TRAP 40 2
47 KK SUB
48 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6
49 BA 0.25
50 P8 2.80
51 LS 89.
52 LID 0.101
53 KK PT.6
54 NC 2
55 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD.
56 KO 2
57 RS 1 STOR -1
58 sv 0 0.92 3.96 10.16 20.09 33.22 49.95
59 SQ 0 17 48 62 72 303 767-
60 SE 108 110 112 114 116 118 120
61 KK SUB 5A
62 . KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A
63 BA 0.64
64 PB .2.90
65 IS 89 .
66 liD 0.274 .
67 . KK 5A-5 CHANNEL ROUTING
68 RK 4000 0.006 :0.035 0 TRAP 20 2
69 KK SUBS
70 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5
71 BA 0.68
72 PB 2.80
73 IS 89
74 LID 0.212
75 KK PT.5
76 HC 2
77 KK PT. 7
78 NC 2
79 KK 7-8A CHANNEL ROUTING
80 RK 1500 0.002 0.040 0 TRAP 320 2
81 KK SUB 8A
82 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8A
83 BA 0.09
84 P8 2.80
85 LS 85
PAGE 2
86 UD 0.105
NEC-i INPUT
LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10
87 KK PT.8A
88 HC 2
89 KK
90 KO 0 2
91 RS 1 STOR -1
92 SV 0 2.2 12.2 33.3 63.6 100.6
93 SQ 0 22 29 282 738 1347
94 SE 100 102 104 106 108 110
95 KK 8A-8 CHANNEL ROUTING
96 RK 4380 0.004 0.040 0 TRAP 50 3
97 KK SUB 88
98 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 88
99 BA 0.53
100 PB 2.80
101 LS 85
102 LID 0.248
103 KK P1.8
104 NC 2
105 KK SUB
106 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1
107 BA 0.88
108 PB 2.80
109 IS 89
110 LID 0.117
111 KK SUB
112 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 V
113 . BA 0.58
114 PB 2.80
115 I.S. 87 .. . . V
116 liD .0.107 V.
117 KK P1.3 V
118 NC .2 V
119 KK . 3-3A . CHANNEL ROUTING
120 . RK 2000 0.015 0.020 . . 0 TRAP . 10 . 2 . .
121 KK 3A-4 CHANNEL ROUTING
122 RK . 3920 0.013 0.040 . .0 TRAP . 50 3
123 KK SUB V
124 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 V
125 BA 0.74
126 PB 2.70 V
127 IS 87 V V V V
128 LID 0.148 . V
NEC-i INPUT V
LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... .7 ....... 8 ....... 9 ...... 10
129 KK P1.4 V
130 NC 2 V
131 KK P1.9
132 NC 2
133 KK 9-10 CHANNEL ROUTING
134 RK 2920 0.007 0.040 0 TRAP 60 3
135 KK SUB 10
PAGE 3
PAGE 4
3
6.1 7.6 9.9 13
72 73 74 75
118 132 143 155
3
136 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10
137 BA 0.42
138 PB 2.70
139 LS 82
140 UD 0.189
141 KK P1.10
142 HC 2
143 KK SUB 11
144 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11
145 KO 3 2
146 PB 2.80
147 BA 0.65
148 IS 88
149 UD 0.102
150 KK PT.11
151 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C
152 KO 3 2
153 RS 1 ELEV 66.1
154 SV 0 0.4 1.5 2.6 3.7 4.9
155 SV 22 27.7 34.4 42.3
156 SE 66 67 68 69 70 71
157 SE 77 78 79 80
158 SQ 0 7 17.5 37.5 70 101
159 SQ 177 186 196 209
160 KK PT.12
161 HC 2
162 KK 12-13 CHANNEL ROUTING
163 RK 4040 0.011 0.045 0 TRAP 60
164 KK SUB 13
165 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13
166 BA 0.66
167 PB 2.70
168 LS 82
169 UD 0.262
NEC-1 INPUT PAGE 5
LINE ID....... 1 .......2...............4.......5.......6.......7.......8.......9......10
170 KK P1.13
171 HC 2 rn zz
- - - _"-" -•
* * -• :-. * -,'-. *
* FLOOD RYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS-OF-ENGINEERS *
* FEBRUARY 1981 * •-:- * THE HYDROLOGIC ENGINEERING CENTER *
* REVISED 02 AUG 88 * * 609SECOND--STREET *
IAVIS, CALIFORNIA 95616 *
* RUN DATE 02/20/1992 TIME 10:13:47 * * (916)551-1748 *
* * * *
******* **********************************
DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD
FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
WITH FLOODWATER DETENTION BASINS A, B, C AND D
INTERIM SPILLWAY FOR BASIN D
6-HOUR STORM, 100-YEAR EVENT
ZONES 11, 12, ETC
8 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
4
fl
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 12DEC89 STARTING DATE
ITIME 0000 STARTING TIME
NO 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 12DEC89 ENDING DATE
NDTIME 0958 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 9.97 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
* ** *** * * * ** * * *
*
39 KK PT.6A * FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA * *
40 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
STATION PT.6A
* *
55 )1( * PT. 6 * FLOODWATER DETENTION BASIN BAT OLIVENHAIN AND RANCHO SANTA FE RD.
V V
56 KO OUTPUT CONTROL VARIABLES V
IPRNT - . 5 PRINT CONTROL V V V
V IPLOT 2 PLOT CONTROL V QSCAL V
• HYDROGRAPH PLOT SCALE V V V V
* *
89 KK * rpl:8A1 t FLOODWATER DETENTION BASIN D
* * * * **
90 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL V
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION PT.8A
(I)(iiIOW, (0) (ijCOW )
0. 200. 400. 600. 800. 1000. 1200. 0. 0. 0. 0. 0. 0.
(S) STORAGE
0. 0. 0. 0. 0. 0. 0. 20. 40. 60. 80. 0. 0.
DAHRMN PER
120000 11---------. ------------------------------------------ --S ------ ---------.---------.---------.---------S---------.---------.---------.----------
5
120002 21 . . . . . S
120200 611 • S
120202 621 S .
120204 631 S .
120206 641 S .
120208 651 S .
120210 661 S .
120212 671 S .
120214 681 S .
120216 691 S .
120218 701 - S .
120220 7101.............................S ..............................
120222 7201 S .
120224 7301 S .
120226 7401 S -
120228 7501 S .
120230 760 I S .
120232 770 1 - $ .
120234 78.0 I .S .
12023679.0 .1 .S .
12023880.0 I .S .
120240 81.0..........I ...................S .............................
120242 82.0 I . S .
120244 83.0 .1 . S .
120246 84.0 I . S
120248 85.0 .1 . S .
120250 86.0 I S .
120252 87. 0 I S .
120254 88 0 . I S .
12025689. 0 I S .
120258 90. 0 . I .S .
12030091.....0 .......................I ................................
12030292 .0 I S .
120304 93 0 I S .
120306 94 0 I $ .
12030895 0 I . S •.
S. . 120310 96 0 I
120312 97 0 - I S .
12031498 .0 .1 .S .
120316 99 . 0 . I - . S - -
120318100 . 0 .1 . S .
120320 101.............0 .. .... ........i .......................................
120322102 - 0 ... - I - . S .
120324103 0 I . -.-• - S
120326104 0 I . S .
120328105 0 . 1 -- S .
120330106 . 0 -. 1 . S -
120332 107 - , 0 I . S .
120334108 0''' '. .1 . $ .
120336109 0 1 $
120338110 .0 . 1 . S.
120340 111. ..................0 ........1 .......................................
120342 112 .' 0 I S.
120344113 0 I S
120346114 0 . I S .
120348115 0' I S
120350 116 0 I .S
120352 117 0 - I .S
120354 118 0 I .S
120356 119 0 I . S
120358 120 0 I . S
120400 121...................................................s ..............
120402122 0 I ' .5
120404123 0 I .• .S
120406124 0 I - . S
120408125 0 I . S .
120410 126 0 I . S .
120412 127 0 1 - S .
120414 128 0.1 . S .
120416 129 0.1 . S .
120418 130 01 . S .
120420 131............................................................... 120422 132 I - . S .
6
120424 133 . 10 . . S
120426 134 I 0 . . S
120428 135. I 0 . . S
120430 136 1 0 . . S
120432 137 - I 0 . . S
120434138 - 1 0 . . S
120436 139 . 1 0 . . S 120438140 . 1 0 . .5
120440 141................I . . 0 ...........................s ............... 120442. 142 . I 0 . . S 120444143 .1 0 . .5 120446144 1 0 . . 120448145 I 0 . .
120450 146 I 0 . .S 120452 147 1 0 . .S . 120454148 . I 0 . .S 120456149 . I 0 . .S
120458 150 . I 0 . .S
120500 151................................................s ............... 120502 152 . I 0 . S
120504153 . I 0 . S
120506154 . I 0 . S
120508 155 . I . 0 .. S.
120510 156 . I . 0 . S.
120512 157 . I . 0 . S.
120514 158 . I . 0 . S.
120516 159 . I . 0 . S.
120518160 . I .0 . . S .
120520 161...............................................s ................
120522 162 . I .0 . . $ . 120524 163 . I .0 . . $ . 120526164 . 1 0 . - S . 120528 165 . I 0 . S . 120530166 .1 0 . S .
120532 167 . I 0 . S . 120534168 '.1 0. . S .
120536 169 . I 0. . S . 120538170 .1 0. . S -
120540 171. 1 .0 ............ ... ..............S ................. 120542172 .1 0. . .5 .
120544173 .1 0. . S .
120546174 .1 . 0. . . S . 120548175 .1 0 . . . S .
120550176 .1 0 .
°
. S . 120552177 .1 0 . . . S . 120554178 .1 0 . . - . . S . 120556179 .1 0 . - . . S . 120558180 .1 0 . . •: S 120600181..............0 ...............:.2.. ..............s ...................... 120602 182 1 0 . . . S . 120604183 £ 0 . • . . S • .. 120606184 I 0 - . . S . 120608 185 1 0 . . . S . 120610186 I 0 . . S . 120612187 1 0 . . . $ - - 120614188 I 0 . . . . S . 120616189 1 0 . . - S . 120618190 1 0 . . . S . 120620 191...........I . 0 ..................................................... 120622192 I 0 . . . S . 120624 193 I. 0 . . . S 120626 194.1. 0 . - . S . 120628195 1. 0 . . . S . 120630 196 I. 0 . . . S . 120632 197 1. 0 . . . S . 120634198 I. 0 . . .S . 120636199 1.0 . . .S - 120638200 I .0 . . .S . 120640 201............0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . s ................... 120642202 1 .0 . . .S • . 120644203 1 .0 . . .S . 120646204 I .0 . . - •S . 120648205 1 .0 . . .S .
7
120650 206 1 .0 . . . .S .
120652 207 I .0 . . . .5 .
120654208 1 0 . . . .S . 120656 209 1 0 . . . .S . 120658 210 I 0 . . . S -
120700 211.........................................s ....................
120702 M. .1 0 . . . S .
120704 213 .1 0 . . . S .
120706 214. I 0 . . . S .
120708 215. I 0 . . . S .
120710 216. I. 0 . . . S . 120712 217 1 0 . . . S .
120714 218 I 0 . . . s •.
120716 219 I 0 . . . . S .
120718 220 1 0 . . . . S
120720 221 . . I . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S .....................
120722222. I 0 . . . S .
120724223. I 0 . . . . S .
120726 224. 1 0 . . . . S .
120728225 I 0 . . . . S .
120730226 I 0 . . . . S .
120732227 I 0 . . . . S .
120734228 I 0 . . . . S .
120736229 I 0 . . . . S . 120738230 1 0 . . . . S .
120740 231........................................s ...................... 120742232 I 0 . . . . S . 120744233. 1 .0 . . . . S . 120746234. I .0 . . . . S . 120748235. I .0 . . . . S . 120750236. I .0 . . . . $ . 120752 237 I .0 . . . - $ - 120754238 1 .0 . . . . S . 120756239 1 .0 . . . . S . 120758 240 I .0 . . . . S .
120800 241 . I . 0 ...............................S ......................... 120802242 I 0 . . . . S . 120804243 I 0 . . . . S . 120806244 I 0 . . . . S . 120808245 I 0 . . . . S .
120810 246 I 0 . . . . S . 120812 247 1 0 . . . . S .
120814 248 I 0 . . . . S .
120816 249 I 0 . . . . $ .
120818 250 I 0 . . . . S . 120820251 .1 ...................................s ........................ 120956 299 10 - . . . S . 120958300.--10 -----------------------------------. ---------.S- .......... ----------
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
** * ** * * * * * *
* *
143KK * SUB 11 *
* *
* * *** ***** ** * *
145 KO OUTPUT CONTROL VARIABLES
XPRNT 3 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
147 BA SUBBASIN CHARACTERISTICS
TAREA .65 SUBBASIN AREA
PRECIPITATION DATA
F- L S
146 PB STORM 2.80 BASIN TOTAL PRECIPITATION
14 P1 INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.02 .02 .02 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
148 LS SCS LOSS RATE
STRTL .27 INITIAL ABSTRACTION
CRVNBR 88.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
149 LID SCS DIMENSIONLESS UNITGRAPH
TLAG .10 LAG
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
OO .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 00 .00 .00
00 .00 00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00
UNIT HYDROGRAPH
17 END-OF-PERIOD ORDINATES
457. 1554. 2529. 2582. 2052. 1256. 786. 510. 321. 201.
128. 81. 51. 33. 22. 13. 6.
HYDROGRAPH AT STATION SUB 11
TOTAL RAINFALL = 2.80,. TOTAL LOSS = 1.16, TOTAL EXCESS
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 9.97-HR
' (CFS) (HR) . . .
(CFS)
+ 602. 2.77 115. 69. 69. :69.
(INCHES) 1.642 . 1.642 1.642 1.642
(AC-FT) 57. 57. 57. 57.
CUMULATIVE AREA = .65 SQ MI .
* *
150 KK * PT.11 *
*
* * ** * * * * * * ** * *
152 KO OUTPUT CONTROL VARIABLES .
IPRNT 3 PRINT CONTROL
IPLOT 2 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
153 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
9
RSVRIC 66.10 INITIAL CONDITION
X .00 WORKING R AND 0 COEFFICIENT
154 SV STORAGE .0 .4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13.0
22.0 27.7 34.4 42.3
156 SE ELEVATION 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00
77.00 78.00 79.00 80.00
158 SQ DISCHARGE 0. 7. 18. 38. 70. 101. 118. 132. 143. 155.
177. 186. 196. 209.
HYDROGRAPH AT STATION P1.11
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 9.97-HR
(CFS) (HR)
(CFS)
170. 3.37 113. 69. 69. 69.
(INCHES) 1.614 1.641 1.641 1.641
(AC-Fl) 56. 57. 57. 57.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 9.97-HR
(AC-FT) (HR)
19. 3.37 10. 6. 6. 6.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 9.97-HR
(FEET) (HR)
76.38 3.37 72.14 70.22 70.22 70.22
CUMULATIVE AREA = .65 SQ MI
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, , AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
OPERATION STATION FLOW PEAK
6-HOUR 24-HOUR '72HOUR
HYDROGRAPH AT
SUB 6C ' 561. 2.83 121. 73. 73.
ROUTED TO
~ 6C-68 559. 2.90 121. 73. 73.
HYDROGRAPH AT
+ SUB 68 , 381. 2.77 75. 45. 45.
2 COMBINED AT
PT.68 900. 2.83 196. 118. 118.
ROUTED TO
68-6A 899. 2.87 196. 118. 118.
HYDROGRAPH AT
SUB 6A 197. 2.73 37. , 22. 22.
2 COMBINED AT
PT.6A 1025. 2.83 233. 140. 140.
ROUTED TO
+ PT.6A 642. 3.10 233. 140. 140.
4.
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
.65
.65
.37
1.02
1.02
.20
1.22
1.22
134.55 3.10
10
233. 140.
46. 28.
279. 168.
247. 159.
75.
124. 75.
76.
250. 151.
492. 310.
492. 306.
14. 8.
505. 314.
468. 294.
467. 288.
81.
525. 337.
163. 98.
98. 59.
260. 157.
260. W.
260. 157.
118. 71.
378. 228.
894. 565.
11
140. 1.22
28. .25
168. 1.47
159. 1.47
119.10
75. .64
.64
.68
151. 1.32
310. 2.79
306. 2.79
8. .09
314. 2.88
294. 2.88
108.15
288. 2.88
49. .53
337. 3.41.
59. .58
157. 1.46
157. 1.46
157. 1.46
71. .74
228. 2.20
565. 5.61
3.83
4.33
S
ROUTED TO
6A-6 642. 3.17
HYDROGRAPH AT
SUB 6 242. 2.77
2 COMBINED AT
6 734. 2.80
ROUTED TO
PT. 6 558. 3.83
HYDROGRAPH AT
SUB 5A 540. 2.87
ROUTED TO
5A-5 539. 3.00
HYDROGRAPH AT
SUB 5 2.83
2 COMBINED AT
p• 5 1051. 2.90
2 COMBINED AT
PT. 7 1163. 2.93
ROUTED TO
7-8A 1160. 3.07
HYDROGRAPH AT
SUB 8A 72. 2.77
2 COMBINED AT
PT.8A 1185. 3.03
ROUTED TO
PT.8A 783. 4.33
ROUTED TO
8A-8 783. 4.53
HYDROGRAPH AT
SUB 88 353. 2.87
2 COMBINED AT
PT. 8 860. 4.43
HYDROGRAPH AT
SUB 1 842. 2.77
HYDROGRAPH AT
SUB 2 511. 2.77
2 COMBINED AT
PT. 3 1353. 2.77
ROUTED TO
3-3A 1342. 2.77
ROUTED TO
3A-4 1340. 2.87
HYDROGRAPH AT
SUB 4 2.80
2 COMBINED AT
PT. 4 1890. 2.83
2 COMBINED AT
PT. 9 2238. 2.83
894. 561. 561. 5.61
52. 31. 31. .42
945. 593. 593. 6.03
115. 69. 69. .65
113. 69. 69. .65
1057. 662. 662. 6.68
1056. 657. 657. 6.68
81. 49. 49. .66
1133. 706. 706. 7.34
76.38 3.37
F-
ROUTED TO
9-10 2236. 2.90
HYDROGRAPH AT
SUB 10 238. 2.83
2 COMBINED AT
P1.10 2456. 2.90
HYDROGRAPH AT
SUB 11 602. 2.77
ROUTED TO
P1.11 170. 3.37
2 COMBINED AT
PT.12 2622. 2.90
ROUTED TO
12-13 2610. 2.97
HYDROGRAPH AT
SUB 13 335. 290
2 COMBINED AT
P1.13 2926. 2.97
NORMAL END OF HEC-1
12
APPENDIX C. INPUT/OUTPUT LISITNGS OF 14EC-2 FOR ENCIMTAS CREEK
NEAR OUVENHAIN
* HEC-2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS *
* * * HYDROLOGIC ENGINEERING CENTER *
* Version 4.6.0; February 1991 * * 609 SECOND STREET, SUITE 0 *
* * * DAVIS, CALIFORNIA 95616-4687 *
* RUN DATE 20FEB92 TIME 11:18:25 * * (916) 756'1104 *
** ** ***** ***** *** *** ** ** * **** ***** *** * *
X X XXXXXXX XXXXX XXXXX
X X X X X X
X X •X X
XX)000(X XXXX X XXXXX XXXXX
X X X X
X• X X X X
X X XXXXXXX XXXXX XXXXXXX
FULL MICRO-COMPUTER IMPLEMENTATION
H A E S T A D METHODS
37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666
THIS RUN EXECUTED 20FEB92 11:18:25
HEC-2 WATER SURFACE PROFILES
Version 4.6.0; February 1991
Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS
T2 FOR EVALUATION OF INTERIM SPILLWAY FOR DETENTION BASIN D
T3 FOR DISCHARGES WITH DETENTION BASINS A, B, C AND D
Ji ICHECK [NO NINV IDIR STRT METRIC HVINS a
4
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBU
-1 -1
WSEL FO
67.08
CHNIM ITRACE
QT 3 4207 3013 2456
NC 0.05 0.05 0.15 0.1 0.3
Xl 1.096 83.0 180.0 330.0 525.0 530.0 525.0
GR 79.3 .0 79.5 10.0 79.5 20.0 79.5 25.8 79.4 30.0
QT 3 1890 1890 1890
Xl 1.403 11 394.9 448.9 535 490 524
X3 394.9 84.0
GR 81.4 0 81.9 44.8 81.5 68.7 80.3 86.1 82.5 106
GR 83.5 280 83.5 394.9 76.7 423.9 77.1 448.9 81.4 557.9
GR 87.2 662.4
NC 0.030 0.040 0.03
Xl 1.420 11 404.3 444.7 370 360 362
X3 350 84
GR 83.8 0 84.2 33.1 83.6 66.4 82.2 156.8 83.2 236
GR 82.3 318.3 81.6 404.3 78.4 411.4 84.4 444.7 86.5 526.7
GR 89.9 608
xi 1.520 12 338.8 396.9 270 252 252
X3 258.6 89.5
GR 89.3 0 88.8 30.9 88.1 67.9 88.3 165.7 89.5 258.6
GR 87.5 338.8 85.4 363 83.1 377.5 88.5 396.9 92.6 477.3
GR 97.6 558.5 102.4 635.3
QT 3 4207 3013 2456
NC .050 .040 .130
Xl -1.313 87.0 270.0 390.0 427.7 414.2 423.6
GR 121.6 .0 114.8 10.0 111.1 20.0 108.0 23.2 96.9 30.0
GR 87.9 40.0 83.9 46.5 83.9 50.0 83.8 51.7 83.4 53.5
GR 83.8 60.0 83.9 70.0 84.1 80.0 84.2 90.0 84.2 93.6
GR 84.1 100.0 83.8 110.0 83.5 120.0 83.6 130.0 83.6 130.7
GR 83.1 135.0 81.3 140.0 77.6 150.0 77.0 152.2 76.9 160.0
GR 76.9 170.0 76.7 180.0 76.1 190.0 75.3 200.0 75.0 210.0
GR 74.8 220.0 74.5 230.0 74.5 240.0 74.5 250.0 74.3 260.0
GR 74.3 270.0 74.0 280.0 73.8 290.0 73.6 300.0 73.4 310.0
GR 73.3 320.0 73.2 330.0 73.0 340.0 73.1 350.0 73.1 360.0
GR 73.4 370.0 73.5 380.0 73.5 390.0 73.7 400.0 73.8 410.0
GR 73.8 420.0 73.8 430.0 73.8 440.0 74.0 450.0 74.0 460.0
GR 74.2 470.0 74.3 480.0 74.5 490.0 74.7 500.0 74.9 510.0
GR 75.0 520.0 75.2 530.0 76.0 540.0 76.8 550.0 77.4 560.0
GR 77.5 562.1 77.7 570.0 78.0 580.0 78.2 590.0 78.4 600.0
GR 79.1 610.0 79.8 620.0 80.6 630.0 80.7 631.6 80.7 640.0
GR 81.2 650.0 81.7 652.2 81.8 656.1 81.8 660.0 82.1 670.0
GR' 82.5 680.0 82.9 690.0 83.3 700.0 83.9 710.0 84.5 720.0
GR 85.3 730.0 85.7 735.6
CT 3 2597 1465 860
NC 0.04 .0.10 0.06 0.1 0.3
Xl 0 13 473.4 552.2 200 400 300
X3 10 73.5
GR 79.7 0 79.6 90.1 79.1 203.3 80.8 . 295.9 82.3 397.5
GR 76.1 473.4 73.5 515.6 75.4 552.2 82.1 625.3 82.7 747.3
GR 79.1 840.5 78.6 962.8 82.1 1084.2
Xl 0.006 30 320 360.1 40 40 40
X3 10
GR 83.4 0 81.4 82.3 81.1 174.9 80.3 257.1 80.3 290
GR 81 314 . 81 320 77.1 320.1 76.8 32S 75 327.5
GR 75 337.5 79 337.6 79 342.5 75 342.6 75 352.5
GR 77.1 357 77.1 360 81 360.1 81 382 81 384
GR 81.3 387 81.9 532.9 82.2 642.6 83.2 776.6 84.2 880.4
GR 86.7 975 87.6 1060 89.3 1171.8 92.4 1308 99.1 1455.8
SB 1.05 1.6 2.9 400 45 5 140 . 75 75
Xl 0.021 110 110 110 X2 1 79 81 1.050
61 -8 314 81 81 314.1 82 81 320 82 81
61 320.1 82.3 79 360 82.3 79 360.1 82 81
BT 382 82 81 384 81 81
Xl 0.023 19 139.5 284.7 20 20 20
X3 150 81 220 81
GR 96.6 0 91.7 35.8 79.6 75.4 79.6 100.3 78.2 139.5
GR 76 157.5 75.0 172.2 75.1 206.8 78.1 284.7 79.4 381.5
GR 79.8 491 79.9 604.3 82.2 714.4 83.5 836.1 85.3 961.3
GR 85.3 1082.6 88.1 1191.7 92.4 1277.2 99.8 1353.3
. ..
Xl 0.110 19
CR 88 0
CR 78.3 97.6
CR 76.6 294.7
GR 83.5 831.3
SECNO DEPTH
0 QLOB
TIME VLOB
SLOPE XLOBL
253.7 386.5 485
84.9 15.8 82
78.7 131.2 78.9
77.3 386.5 79.1
85.3 934.6 86.7
CWSEL. CRIWS WSELK EG
QCH QROB ALOB ACH
VCH VROB XML XNCH
XLCH XLOBR ITRIAL bC
425 471
24.9 83.6 45.8 80.5 58.7
207.8 77.3 253.7 75.8 278.9
484 82.6 608.1 82 704.6
1042.9 88.3 1118.2
HV HL OLOSS L-BANK ELEV
AROB VOL TWA R-BANK ELEV
XNR WIN ELMIN SSTA
IONT CORAR TOPWID ENDST
*PROF 1
CCHV= .100 CEHV= .300
*SECNO 1.096
1.096 5.08 67.08 .00 67.08 67.20 .12 .00 .00 63.00
2456.0 592.4 1181.4 682.2 171.8 749.5 189.2 .0 .0 62.70
.00 3.45 1.58 3.61 .050 .150 .050 .000 62.00 117.04
.002965 525. 525. 530. 0 0 0 .00 276.50 393.55
*SECNO 1.164
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .48
1.164 3.91 69.01 .00 .00 69.19 .17 1.97 .02 66.30
2456.0 90.8 1792.3 573.0 21.4 666.7 120.3 8.0 2.3 66.50
.03 4.24 2.69 4.76 .055 .150 .050 .000 65.10 84.39
.012857 362. 363. 368. 2 0 0 .00 275.63 360.02
*SECNO 1.236
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .55
1.236 3.44 76.44 75.61 .00 76.96 .52 7.67 .10 74.30
2456.0 755.6 1508.6 191.8 97.9 358.0 25.7 13.3 '4.3 74.40
.05 7.72 4.21 7.46 .055 .150 .050 .000 73.00 58.41
.042153 359. 359. 360. 12 19 0 .00 204.41 262.81
*SECt40 1.313
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 7.23
1.313 4.98 77.98 .00 .00 78.05 .07 1.05 .05 74.30
2456.0 526.0 485.0 1445.0 306.0 545.1 583.3 22.6 7.4 73.50
.11 1.72 .89 2.48 .050 .130 .040 .000 73.00 148.96
.000806 428. 424. 414. 5 0 0 .00 430.50 579.46
*SECNO 1.403
SECNO DEPTH CWSEL CRIWS WSELK ' EG HV HL OLOSS L-BANK ELEV
0 QLOB OCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XML XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC IcONT CORAR TOPWID ENDST
3301 NV CHANGED MORE THAN HVINS
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIONS= 394.9 662.4 TYPE= 1 TARGET= -394.900
ELENCL= 84.00 ELENCR= 100000.00
1.403 4.00 80.70 80.70 .00 81.86 1.16 .86 .33 83.50
4
635.3 TYPE= 1 TARGET=
.00 90.17 1.18
44.8 192.3 2.4
.030 .030 .040
20 10 0
-258.600
1.92 .03 87.50
36.3 12.3 88.50
.000 83.10 278.89
.00 127.70 406.59
[i
1890.0 .0 1304.9 585.1 .0 129.0 164.1 32.7 10.7 77.10
.13 .00 10.11 3.57 .000 .030 .060 .000 76.70 406.85
.009488 535. 524. 490. 20 16 0 .00 133.25 540.10
*SECNO 1.420
3470 ENCROACHMENT STATIONS 350.0 608.0 TYPE= 1 TARGET= -350.000
ELENCL 84.00 ELENCR= 100000.00
1.420 5.57 83.97 .00 .00 85.05 1.08 3.19 .01 81.60
1890.0 848.3 1041.7 .0 116.8 114.3 .0 34.9 11.6 84.40
.14 7.27 9.11 .00 .030 .030 .000 .000 78.40 350.00
.008123 370. 362. 360. 4 0 0 .00 92.32 442.32
*SECNO 1.520
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIONS= 258.6
ELENCL= 89.50 ELENCR= 100000.00
1.520 5.89 88.99 88.99
1890.0 151.4 1735.7 2.9
.15 3.38 9.03 1.21
.006886 270. 252. 252.
*SECNO -1.313
START TRIB COMP
-1.313 1.313 77.984
-1.313 4.98 77.98 .00 .00 78.05 .07 .00 .00 74.30
2656.0 526.0 485.0 1445.0 306.0 545.1 583.3 44.4 15.0 73.50
.20 1.72 .89 2.48 .050 .130 .040 .000 73.00 148.96
.000805 428. 424. 414. 0 0 0 .00 430.51 579.47
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 0108 OCR OROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR' ITRIAL IDC ICONT CORAR TOPWID ENDST
cCHV= .100 CEHV= .300
*SECNO .000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE,, KRATIO = .22
.000 4.77 ' 78.27 .00 . .00 78.38 .10 .32 - .01, 76.10
860.0 52.0 768.9 39.0 29.0 286.6 45.1 50.9 17.0' 75.40
.24 1.80 2.68 .87 . .040 .060 .100 .000 Th 3
.
0 . 446.77
.002102 200. 300. 400. 2 0 0 .00 136.79 583.57
*SECNO .006
3265 DIVIDED FLOW
3301 HV CHANGED MORE THAN HVINS
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3495 OVERBANK AREA ASSUMED NON-EFFECTIVE, ELLEA=
.006 3.26 78.26 78.26 .00
860.0 .0 860.0 .0 .0
.24 .00 9.25 .00 .000
.052161 40. 40. 40. 20
81.00 ELREA= 81.00
79.59 1.33 .23 .37 81.00
93.0 .0 51.1 .17.1 81.00
.060 .000 .000 75.00 320.07
15 0 .00 35.02 360.03
.1
I
SPECIAL BRIDGE
SB XK XKOR COFQ RDLEN BWC SUP BAREA SS ELCHU ELCHD
1.05 1.60 2.90 400.00 45.00 5.00 140.00. .00 75.00 75.00
*SECNO .021
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.88
SECNO DEPTH CWSEL CRIWS WSELK EG NV HL OLOSS L-BANK ELEV
0 GLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XML XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOSR ITRIAL IDC ICONT CORAR TOPWID ENDST
CUSS A LOW FLOW
3420 BRIDGEW.S.= 77.95 BRIDGE VELOCITY= 7.28 CALCULATED CHANNEL AREA= 118.
EGPRS EGLWC H3 QWEIR GLOW BAREA TRAPEZOID ELLC ELTRD WEIRLN
AREA
79.20 80.23 1.43 0. 860. 140. 160. 79.00 81.00 0.
.021 4.69 79.69 .00 .00 80.23 .53 .64 .00 81.00
860.0 .0 860.0 .0 .0 146.6 .0 51.4 17.2 81.00
.25 .00 5.87 .00 .000 .060 .000 .000 75.00 320.03
.014707 110. 110. 110. 0 0 0 .00 40.03 360.07
*SECNO .023
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.20
3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET= 70.000
ELENCL= 81.00 ELENCR= 81.00
.023 5.24 80.24 .00 .00 80.34 .10 .07 .04 81.00
860.0 .0 860.0 .0 .0 341.9 .0 51.6 17.2 81.00
.25 .00 2.52 .00 .000 .060 .000 .000 75.00 150.00
.001439 20. 20. 20. 2 0 0 .00 70.00 220.00
*SECNO .110
3302 WARNING:. CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.53
.110 4.75 80.55 .00 .00 80.56 .01 .22 .01 77.30
860.0 312.4 450.4 97.2 360.4 500.2 266.6 59.4 20.1 77.30
.41 .87 .90 .36 .040 .060 .100 .000 75.80 58.49
.000226 485. 471. 425. 4 0 0 .00 476.98 1 535.46
THIS RUN EXECUTED 20FEB92 11:18:30
******** * £ * £ £************************
HEC-2 WATER SURFACE PROFILES
Version 4.6.0; February 1991
NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
OR DISCHARGES WITH DETEN
SUMMARY PRINTOUT TABLE 150
SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K
6
. . 1'. 096 .00 .00 .00 62.00 2456.00 67.08 .00 67.20 29.65 1.58 1110.49 451.06
* 1.164 363.40 .00 .00 65.10 2456.00 69.01 .00 69.19 128.57 2.69 808.38 216.60
* 1.236 359.20 .00 .00 73.00 2456.00 76.44 75.61 76.96 421.53 4.21 481.61 119.62
* 1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.06 .89 1434.33 865.26
* 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.88 10.11 293.07 194.03
1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.23 9.11 231.07 209.71
* 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.86 9.03 239.46 227.77
-1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.05 .89 1434.47 865.39
* .000 300.00 .00 .00 73.50 860.00 78.27 .00 78.38 21.02 2.68 360.68 187.59
* .006 40.00 .00 .00 75.00 860.00 78.26 78.26 79.59 521.61 9.25 92.98 37.66
* .021 110.00 81.00 79.00 75.00 860.00 79.69 .00 80.23 147.07 5.87 146.61 70.92
* .023 20.00 .00 .00 75.00 860.00 80.24 .00 80.34 14.39 2.52 341.92 226.73
* .110 471.00 .00 .00 75.80 860.00 80.55 .00 80.56 2.26 .90 1127.20 572.51
SUMMARY PRINTOUT TABLE 150
SECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH
1.096 2456.00 67.08 .00 .00 .00 276.50 .00
* 1.164 2456.00 69.01 .00 1.93 .00 275.63 363.40
* 1.236 2456.00 76.44 .00 7.42 .00 204.41 359.20
* 1.313 2456.00 77.98 .00 1.55 .00 430.50 423.60
* 1.403 1890.00 80.70 .00 271 .00 133.25 524.00
1.420 1890.00 83.97 .00 3.27 .00 92.32 362.00
* 1.520 1890.00 88.99 .00 5.02 .00 127.70 252.00
-1.313 2456.00 77.98 .00 -11.01 .00 430.51 423.60
* .000 860.00 78.27 .00 .29 .00 136.79 300.00
* .006 860.00 78.26 .00 -.02 .00 35.02 40.00
* .021 860.00 79.69 .00 1.43 .00 40.03 110.00
* .023 860.00 80.24 .00 .55 .00 70.00 20.00
* .110 860.00 80.55 .00 .31 .00 476.98 471.00
SUMMARY OF ERRORS AND SPECIAL NOTES
WARNING SECNO= 1.164 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1.236 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1.313 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CAUTION SECNO= 1.403 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1.403 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.403 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1.520 PROFILE= 1 CRITICAL DEPTH ASSUMED
VA
' ., .
CAUTION SECNO= 1.520 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.520 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE USEL
WARNING SECNO= .000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CAUTION SECNO= .006 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= .006 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= .006 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
WARNING SECNO= .021 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= .023 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= .110 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
Normal program termination
8