2003-1387 G SPRINTER RAIL PROJECT MITIGATION PLAN
ENCINITAS, CALIFORNIA
DRAINAGE REPORT
August2003
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PREPARED FOR:
City of Encinitas
505 South Vulcan Avenue
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Sprinter Rail Project Mitigation Plan
Drainage Report
TABLE OF CONTENTS
INTRODUCTION
.................................................
PURPOSE
_ ................................................. 2
........................
........................................
METHODOLOGY ............................................... 2
.......................................................
SITE CONDITIONS ""'"............. 2
HEC-RAS HYDRAULIC MODELING........................................................................ 2
CONCLUSION
......................................
APPENDIX
FIGURE 1. LAKE VAL SERENO HEC-RAS X-SECTION LOCATIONS
TABLE A. COMPARISON OF RESULTS
HEC-RAS OUTPUT
EXISTING CONDITIONS
PROFILE
CROSS-SECTIONS
STANDARD TABLE OF OUTPUT
PROPOSED CONDITIONS
PROFILE
CROSS-SECTIONS
STANDARD TABLE OF OUTPUT
HYDROLOGIC/HYDRAULIC STUDY FOR PROPOSED EL CAMINO DEL NORTE BRIDGE ON
ESCONDIDO CREEK
August 2003 1 `
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Sprinter Rail Project Mitigation Plan
Drainage Report
INTRODUCTION
As part of the wetland mitigation requirements resulting from the proposed Oceanside to
Escondido Sprinter Rail Project, the North San Diego County Transit District (NCTD) is
proposing the creation of offsite wetlands habitat at Lake Val Sereno within the Escondido Creek
floodplain. The project site is located along Escondido Creek approximately 2,800 ft upstream of
the El Camino Del Norte bridge crossing and just north of Val Sereno Drive and Via De Caballo
within the City of Encinitas (see Vicinity Map below).
Grading to create the appropriate wetland area encompasses 5.28 acres. The run off data from
Escondido Creek for our drainage study is obtained from Howard H. Chang Consultants
"Hydrologic/hydraulic Study for Proposed El Camino Del Norte Bridge on Escondido Creek",
dated January, 1997.
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Sprinter Rail Project Mitigation Plan
Drainage Report
PURPOSE
The purpose of this study is to determine the affects the proposed project will have on existing
drainage patterns and flow conditions within Escondido Creek.
METHODOLOGY
To determine the project effects, a hydraulic analysis was done using the U.S. Army Corps of
Engineer's River Analysis System model HEC-RAS. The model was run for pre- and post-
grading and results were compared.
SITE CONDITIONS
Existing Condition
The site is presently a habitat preserve within the 100-year floodplain of Escondido Creek. The
FEMA 100-year floodplain is very wide at the project site ranging from 8000feet to 1,200-feet,
respectively. The area is very flat with several small mounds (islands during rain events) and is
covered with thick vegetation of non-native grasses, scattered willows, eucalyptus trees, castor
beans, and giant reeds. Several other non-native plants and scattered native plants are also mixed
in. In this reach, the creek lacks a well-defined channel and has several parallel and braided
-- channels. The majority of the channels are dry most of the year, with the exception of the low
flow channel. The creek is perennial averaging 8-inches to 12-inches deep during the dry season.
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Proposed Condition
Proposed grading is to remove approximately 4000 cubic yards of dirt, including two small
islands to establish additional wetlands habitat. Revegetation will occur after grading is
complete. Revegetation will include Fremont Cottonwood, California Sycamore, Black Willow,
Arroyo Willow, Mexican Elderberry, Mule Fat, San Diego Marsh Elder, Rush, Giant Wild Rye,
California Wild Rose and California Blackberry. Well established vegetation of proposed plant
species will not be as dense as existing surrounding vegetation.
HEC-R AS HYDRAUL IC MODELING
Topographic survey used in model development was provided by C&C Aerial Mapping Corp. of
San Dimas, California. Seven cross-sections were cut using AutoCAD® Land Development
Desktop 2i for pre- and post conditions oriented from left to right looking downstream (see
Figure 1. in the appendix). Downstream boundary condition was a known water surface elevation
of 60-feet MSL taken from the FEMA Flood Insurance Rate Map(FIRM).
_ Manning roughness coefficients were based on site investigation and engineering judgment and a
report prepared by Howard H. Chang Consultants entitled Hydrologic/Hydraulic Study for
Proposed El Camino del Norte Bridge on Escondido Creek dated.7anua7y, 1997 (See appendix).
Since revegetation, when established, will be less dense than existing surrounding growth,
according to Project Biologist Paul Walsh of Dudek &Associates, Inc., n-values were reduced in
the proposed conditions model.
2
August 2003
_ Sprinter Rail Project Mitigation Plan
Drainage Report
The hydrology of Escondido Creek has been studied by the County of San Diego and has been
adopted by FENLA in its Flood Insurance Study. Flood discharges are given at El Camino Del
Norte bridge crossing as follows:
Storm Event (year) Peak discharges (cfs)
10 3,200
50 14,500
100 21,000
This discharge data was used HEC-RAS model. Comparing HEC-RAS output data between
existing and proposed conditions, water surface elevations (Table 1) will decrease within the
study reach after improvements. For a complete comparison of results, refer to Table A.
Comparison of Results in the appendix.
Table 1 - Comparison of Computed Water Surface Elevations
Q Total Water Surface El. ft. Water Surface El.
Section Profile cfs Existing Proposed Difference (ft.
0 10-year 3200 59.85 59.85 0.00
-- 0 50-year 14500 64.28 64.28 0.00
0 1 00- ear 21000 66.12 66.12 0.00
1 10-year 3200 60.32 60.32 0.00
-- 1 50-year 14500 64.67 64.67 0.00
1 1 00- ear 21000 66.48 66.48 0.00
2 10-year 3200 60.78 60.77 0.01
2 50-year 14500 65.35 65.33 0.02
2 100- ear 21000 67.26 67.24 0.02
F 43 10-year 3200 61.44 61.27 0.17
3 50-year 14500 65.81 65.63 0.18
3 100-year 21000 67.68 67.52 0.16
10-year 3200 61.63 61.42 0.21
.� 4 50-year 14500 65.96 65.73
0.23
4 1 00- ear 21000 67.81 67.60 0.21
5 10-year 3200 61.93 61.68 0.25
_ 5 50-year 14500 66.18 65.89 0.29
5 1 00- ear 21000 68.01 67.74 0.27
6 10-year 3200 62.49 62.13 0.36
6 50-year 14500 66.59 66.19 0.40
6 1 00 year 21000 68.39 68.00 0.39
7 10-year 3200 63.30 62.88 0.42
_ 7 50-year 14500 67.31 66.73 0.58
7 100-year 21000 69.02 68.43 0.59
3
August 2003 s
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Sprinter Rail Project Mitigation Plan
Drainage Report
CONCLUSION
The purpose of the proposed project is to establish additional wetlands habitat resulting from the
construction of the Oceanside to Escondido Sprinter Rail project. This hydraulic analysis studies
_ the effects the additional wetlands habitat will have of the existing flow regime of Escondido
Creek. Analysis results show a slight decrease in the water surface elevation resulting from the
establishment of this habitat and the proposed wetlands habitat in the Lake Val Sereno area will
not adversely impact the flow regime of Escondido Creek.
4
August 2003 L
Sprinter Rail Project Mitigation Plan
Drainage Report
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w �.l ,.. ,�:-Y -1m A
HYDROLOGIC/HYDRAULIC STUDY FOR
PROPOSED EL CAMINO DEL NORTE BRIDGE
ON ESCONDIDO CREEK
Hydrologic/Hydraulic Study for Proposed
El Camino del Norte Bridge on Escondido Creek
I
Prepared for
Department of Public 'Works
County of San Diego
5555 Overland Avenue
San Diego, CA 92123��OES 04,
649
Exp,/a
OF CALOF�
Prepared by
Howard H. Chang, Ph.D.,P.E.
January, 1997
Howard H. Chang P. O. Box 9492
Consultants Rancho Santa Fe, CA
92067
Hvdraulic and Hvdroloaic 1 TEL: (619) 756-9050
(619) 756-9460
JI Erosion and Sedimentation I ��
i
TABLE OF CONTENTS
I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
H. H-v,DROLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
III. STREAM CHANNEL CHANGES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
IV. HYDRAULIC DESIGN AND ANALYSIS . . . . . . . . .
Hydraulic Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Hydraulic Analysis 4
_ Water-Surface Profiles for River Channel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Capacity of Bridge . 6
Flow Velocities at Bridge Crossing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • . 6
— Hydrologic Data Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
mm
LISTOF FIGURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
FIGURES
APPENDIX A: Listings of input/Output for HEC-2 Runs
i
_I
i
i
i
i
HYDROLOGICd-YDRATJLIC STUDY FOR PROPOSED
EL CAMINO DEL NORTE BRIDGE ON ESCONDIDO CREEK
I. INTRODUCTION
— This report was prepared for the County of San Diego presenting a hydrologic/hydraulic
study of Escondido Creek near the El Camino del Norte crossing in Rancho Santa Fe, San Diego
_ County, see Fig. 1. The existing dip crossing is subject to frequent flooding every year. In order
to reduce the flooding frequency, the County of San Diego is in the process of designing and
constructing a reinforced concrete bridge at this location to replace the existing dip crossing. The
proposed bridge was intended to pass a flood lesser than the 100-yr flood. Discharges above the
_ design discharge would overtop the adjacent road surface. The purpose of this study was to
_ determine the hydraulic geometry of the bridge and roadway profile. In addition,this study provides
hydraulic calculations for flood levels and flow velocities under the 50-yr, 100-yr, and overtopping
floods as required in the hydrologic data summary.
Water-surface profiles and flow velocities for the new bridge were computed using the HEC-
2 program for the existing conditions as well as a selected bridge span with ertical abutmtnt�.) For
the bridge span,the roadway profile of the approach road embankment was also developed to reduce
the backwater effect-wh lemeeting the traffic requirements.It was the purpose to keep the compute
ec
water_suzface elevations for the 100-yr flood closely similar to those for the existing conditions_At
the same time, the roadway profile was selected tc reduce the flooding frequency. The capacity
(maximum discharge) of the bridge was determined based on HEC-2 computations. The
corresponding return period for the capacity was determined based on a hydrologic analysis.
The hydraulic design is subject to the requirements, regulations and policy by the Federal
Emergencv Management Agency(FEMA1 including (1) conveyance of the base (100-3 r) flood,and
7 11 bi1dV, and crra i ent and all other obs'.Tuctlons 1:0 be V it_'h4 l nne foot '
(_) backwater caused by u e banl�°
----------- ---- --------
1
r
above the surface of the base flood.
i
Escondido Creek originates in the mountain ranges northeasterly of Escondido and empties
into San Elijo Lagoon about 2.2 miles from the Pacific Ocean. The drainage basin area of the
creek is 77.7 square miles at the Ocean; it is 72.3 square miles at the entrance to the lagoon and
68.0 square miles,upstream from Lake Val Sereno. Points of interest along the stream channel
are tabulated below.
_
Points of Interest Location
River miles
i
Stream mouth at Pacific ocean 0
I-5 0.9
Entrance of San Elijo Lagoon 2.2
Narrow gorge 2.8
Rancho Santa Fe Road 3.4
El Camino del Norte 4.5
Old dam site for Lake Val Sereno 4.6
II. HYDROLOGY
The hydrologv of the river channel has been studied by the County of San Diego. The
FEMA adopted flood discharges are given below:
Table 1. Summary of floods for Escondido Creek at project site
Floods Peak discharges cfs
10-yr 3,200
50-yr
14,500
t tt 100- I 21.000
{
A
statistical analysis was made to determine the return period of peak discharges. It was
assumed that the flood discharges of the stream reach follow a log-normal distribution. This
assumption was confirmed since these discharges fall on a more or less straight line on a log-
probability paper as shown in Fig. 2.
— u�I STREAM CHANNEL CHANGES
i
Lake Val Sereno was a recreation lake on Escondido Creek, located just upstream of El
Camino del Norte; its dam failed around 1980 and resulted in about 3 feet of deposition on the
Camino
from the dam to Ranch Santa Fe Road. There has been increased vegetation growth
— in the stream channel of Escondido Creek near El Camino del Norte. This has increased the
channel roughness and has raised water-surface levels during floods.
IV HYDRAULIC DESIGN PAID A-Np� YSIS
Locations ofcress sections selected for the hydraulic analysis are shown in Figs. 1 and-3. The
respective cross-sectional profiles are shown in Fig. 4. Those sections near the El Camino del Norte
crossing and their respective locations are tabulated blow:
Table 2. Selected cross sections and their locations
Section Nulilber
Locations
4.504 Downstream toe of road embankment
wnstream edge of proposed bridge
4.508 Do
4.510 , Downstream edge of existing road embankment
4.516 Upstream edge of existing road embankment
4.517 Upstream edge of proposed bridge
4 522 Upstream toe of road embankment
MOM
Hydraulic Design-The existing culverts at El Camino del Norte is centered at station 9+50,
slightly off the centerline of the dip section, see Fig. 3. The recommended bridge location is
centered at station 9+12.5. With this center location, one has roadways on both sides of the bridge
to pass high flow. Profiles of the roadway are defined by points in the computer program.
The total bridge span was determined to 195 feet, consisting of three panels. The center
— panel has the span of 75 feet;the side panels has the span of 60 feet. The bridge span is from station
�i e bridge has two sets of bridge piers with the width of 2 feet. For this
8+J 5 to station 10+X The g z
i
- —--
— /hydraulic configuration, the 100-yr water surface is within one foot of the existing waters aced
The recommended bridge deck, as shown in Fig. 5, satisfies the traffic requirements. Its
hydraulic effects on the 100-yr flood level were also evaluated. In order to reduce head loss, the
bridge should have wing walls on the upstream side to provide a smooth transition for flow from the
channel to the bridge opening. Open raid-Lig for the bridge is also recommended. Solid wall railings
should be avoided.
—f Hydraulic Analysis -The HEC-2 computer program was used to compute the water-surface
profiles and velocities in the stream channel for the existing conditions as well as the proposed
e channel was digitized from the survey information obtained
conditions. Cross-sectional data for th
ch starts from downstream at Section 3.840 and
by in the summer of 1996. The HEC-2 study rea
ends at Sec. 4.640; see Fig. 1. Results of the HEC-2 computation are described below. Detailed
input/output listings of HEC-2 runs are given in Appendix A.
Water-Surface Profiles for River Channel-Water-surface profiles for the existing channel
i
and proposed bridge were computed based on the 50-yr and 100-yr floods. Results of the
y computation are shown in Fig. 6 for the existing conditions, in Fig. 7 for the proposed bridge. The
computed water-surface elevations are also listed in Tables 3 and 4 for comparison. The table
+ shows that the proposed bridge w1,11 result in very small rises in flood level on the upstream side of
The increases are less than one foot.
y tree bridge. c
i
fi
Table 3. Computed water-surface elevations for the 50-yr flood
Computed water-surface eleva7f7:::]
Section number Existing Proposed bridge
4.480 50.6
50.6
w
4.504 S2.7 52.7
52.2
_ 4.508
4.510 52.5
4.516 52.6
52.5
4.517
53.4 �. F
4.522- 53.1 T
_
55.1
4.550 54.7
4.640
58.5 58.5
Table 4. Computed water-surface elevations for the 100-yr flood
Computed water-surface elevation, feet
Section number Existing Proposed bridge
4.480
52.0 52.0
53.9
4.504
53.1
4.508
4.510 53.7
4.516 53.7
53.9
4.517
4.522 I 54.4
55.0
Gu
56.6 0, '
4.550 56.1
1�
4.640
60.0 60.0
f Bridge - Under a design flood for the bridge, the bridge and its adjacent
Capacity o g
e. In order to determine the
roadways stay above-the flood level to allow for safe traffic.passag_/
-y different flood discharges were used in the HEC-2 r� until the maximum
` r de/ sign discharge. e proposed bridge is
discharge e before overtopping the roadway was obtained `fie design
di
p p
��-- - eriod was obtained from the frequency-discharge
listed in Table 5. The corresponding return p
relation of Fig. 2.
Table 5. Summary of design floods bridge
Bridge span Design discharge, cfs Return period, yrs.
r � g P
195 feet
7,500 25
Computed water-surface profiles for channel with the bridge in place are shown. in Fig. 7.
ridge crossing as shown in Fig. 5 stays just belou
The flood level at the b T the minimum roadway
elevation.
Flow Velocities at Bridge Crossing The cross-sectionally averaged velocities at et
bridge opening were computed to be 9.0 feet per second for the 50-yr flood and 11.6 feet
proposed
per second for the 100-yr flood.
The hydrologic data include characteristics of the design
Hydrologic Data Summary -
flood, the base flood, the record flow and the overtopping flood. The design flood is the peak
discharge selected for the design of the bridge located within a base floodplain. B.' definition,
100-yr floo d for
through lanes Will not be overtopped by the design flood. The base flood is the greatest
-1 criven year. The record flood is the
which the exceedance probability is one percent in any
T is iven
recorded flood in the drain age basin: its value is not available. The hydrologic data summary g
in Table 6. The overtopping flood is determined based on the minimum roadway elevation for the
approach road embankments. Under a discharge exceeding the design discharge, the roadway will
' e overtopped. For this reason, the overtopping discharge is closely similar to the design discharge.
n .t
6
i
Table 6. Hydrologic Data Summary
Hydrologic Flood of Standard flood
Over- Capacity Design
--
topping Flood
Summary Record
flood
Fre1LPrlcy N/A NO 0 25 25 25
(Yrs.)
Discharge N/A 14,500 21,000 7,500
7.500 7,500
_ (CFS)
51.4 51.4 51.4
Water-Surface N/A 52.5
53.9
Elev. (Ft)
N/A 9.0 Velocity
11.61 5.0 5.0 5.0
(FPS)
y .
7
i
LIST OF FIGURES
Fig. 1. Study reach of Escondido Creek with cross section locations
Fig. 2. Frequency-discharge relation for Escondido.Creek at project site
ographic map for the vicinity of El Camino del Norte
Fig. 3. Top
Fig. 4. Cross-sectional profiles for the stream channel
Fig. 5. Cross-sectional profile of bridge crossing
Fig. 6. Water-surface and channel-bed profiles for existing conditions
-surface and channel-bed profiles with the 195-foot bridge
Fig. 7. Water
8
0511 • �� ��
64p
4mI7 O all -550 ,\ 1 •
4.50
4
• - dlive-dhal
' ii 4 35
/ �� f l •! 4'250 _� �� �-�\-�
2711 �_�
l / 1 i
3.930
3.84
North — �
0
1000,
Fig. I. Study reach of Escondido Creek u7ih cross section locations
t4
2L-1
HE
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DN
Frequency of occurrence In 100 years
si
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Fig. 4. Cross-sectional profiles for the stream channel (continued)
i
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.......
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0
.....:................. .......:. o
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Fig. 4. Cross-sectional profiles for the stream channel ((-ontinued),
I-
i I
0
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........... .. .... .........................< ------.............--
........................
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a�
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.......:----.----.----..........:...................... O
li
y
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rte(
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Fig. 4. Cross-sectional profiles for the stream channel (continued)
a
o
0
0
o
......................................;-......................
.....
w
0
co u
i Cl^)
LLJ y n
Q.. - '- ...............
..........:........ .....
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r) O
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a� a� ----------------------------- o
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co o
i �
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in
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w °
1
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o
Fig. 5- Cross-sectional profile of bridge crossing
i
cfl
r cfl
.............................. ...
LO
:.
....................................
3
El Camino del Norte
.... ..................
E
1^
4 r
t ................ .................
V
4i V
QJ ..... ..:...
� � O
[ W 1^
U,
t ....................................................
d C hD
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_. .........
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.........
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f ........................................ ..............
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...............
-d�
1 v3
^� .. .
y I �
W o d
J O ICJ C) LCD �° CID CJ
0 0 �
i
Fla. 6. Water-surface and channel-bed profiles for existing conditions
i
f
i
N
(t LO
....
f �L
El Camino del Norte
LO
.................
....
................
0
r a�
;.
CC o
0
................................ _._..._
U Q� 1
LD
i Cn U cd
W Chi
...........................................
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Cpl
.
0 o v,
L(D N
Il I .........:..................... -
3
N
y
G
_ W
If
o LCD G UD CD LD G cN
LCD Lc� C7 C
I
i
y
Fig. ?. Water-surface and channel-bed profiles with the 195-foot bridge
i
L
APPENDIX A. INPUT/OUTPUT LISTINGS OF HEC-2 RUNS
* U.S. ARMY CORPS OF ENGINEERS
* HEC-2 WATER SURFACE PROFILES
*
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET, SUITE D
* Version 4.6.2; May 1991
� * DAVIS, CALIFORNIA 95616-4687
i
� * (916) 756-1104
g-* RUN DATE IJJUN96 TIME 21:04:14
***************************************
X X XXXXXXX XXXXX XXXXX
X X X X X X X
X X X X X
XXXXXXX XXXX X
XXXXX XXXXX
X X X X X
X X X X K
X X XXXXXXX XXXXX XXXXXXX
THIS RUN EXECUTED 11JUN96 21:04:14
*************************************
HEC-2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
T1 JUNE 1996, ESCONDIDO CREEK CAMINO DEL NORTE
T2 CROSS SECTIONS FACING UPSTREAM
T3 EXISTING CONDITIONS, 21000 CFS
�
J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ
3 0.0023 40
E J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
e
QT 5 38400 21000 14500 3200 21000 2800
s 0.3
NC 0.045 0.045 0.070 0.1 500
X1 3.84 44 1137 1474 500 500
X3 10 734 130 65.9 282
1 GR 78.2 0 77.9 26 74.7 52 .
48.1 591
GR 61.8 365 59.2 405 56'4 688 50.4 0
751 46.8 784
i GR 50.2 602 51.0 661 49-5
GR 47.1 828 39.1 933 39.1 1052 39.1 1098 39.3 1112 33.1 1323
GR 39.4 1124 32.7 1137 34.8 1151 34.8 1512 34.7 1581
GR 33.9 1397 32.6 1456 36.7 1474
GR 34.7 1637 32.2 1658 35.1 1671 35.3 1723 43.6 1791
GR 48.9 1849 45.8 1886 44.8 1942 91.3 2019 57.1 2084
GR 62.9 2141 69.8 2197 80-8 2249 93.1 2286
I z 397 749 500 405 495
.i X1 3.93 24 0.0 0.0
X3 10.0 0.0 0.0 0.0 0.0 0.0 0'0 0 0 64 5 223
GR 104.4 0 93.8 72 96.9 142 67.8 181.
I GR 38.7 266 37.0 298 34.0 397 34.3
477 34.3 495
GR 34.4 545 36.0 598 34.8 676 39.4 749 37.0 1090
GR 34.6 819 35.9 831 40.9 853 57.8 928 -8
GR 73.7 1093 84.0 1135 100.0 1190 114.1 1241
Nc 0-12
X1
X7 4.06 30 604 1089 643 675 669
X3 10.0
1
l�
I
i
i
79.3 34 78.8 78 71.4 98 70.9 168
OR 79.1 D 360 64.7 378 62.0 444
GR 69.4 243 69.8 316 69.7 604 38.0 686 37.1 698
.. GR 56.1 477 39.2 519 37.9 898 37.0 977 42-0 991
GR 37.7 712 38.2 802 37.4
GR 37.1 1007 37.3 1044 36.8 1069 34.8 1081 37.5 1089
GR 37.5 1107 41.0 1141 59.8 1197 86.8 1267 107.2 1337
X, 4 15 27 300 953 500 430 470
GR 58.0 0 47.7 102 40.9 300 39-5 461 40.8 502
( GR 40.5 560 39.3 583 41.5 592 4D_3 594 39.6 650
GR 43.1 655 43.0 657 38.6 663 38.3 682 36.9 859
GR 35.3 862 33.4 865 32.9 868 34.8 877 35.2 880
GR 37.8 892 37.7 901 36.3 916 37.0 941 38.5 953
GR 53.0 988 64.4 1010
-- X1 4 Z5 18 443 1034 550 550 550
GR 51.6 0 46.9 181 44.6 209 40.8 443 35.a 901
GR 39.0 844 38.3 892 37.2 895 36.1 898
GR 40.5 1076 59.7 1908 68.7 1269 38 3 945 39.9 1034
w 485 485 485
X1 4.35 23 369 8Z2 429 41.2 568
GR 49.1 0 50.1 73
42.2 369 41.2
GR 40.6 573 40.2 576 40.9 583 41.3
610 39.8 647
GR 41.1 668 40.9 694 38.2 696 40.9 7718 41.1 822
GR 38.2 712 40.0 718 39.8 726
9.4 922 64.9 974
GR 57.0 870 5
s X1 4.41 28 419 797 330 330 330
0 318
GR 63.1 0 62.6 14 49.9 51 44.6 209 43.
419 42.7 425 42.2 429
45.0 345 46.6 415 46.4 528 44.0 562
GR 430 43.9 436 42.6 523 42.0 36 8 652
GR 42.6
GR 43.0 599 40.9 628 42.4 635 38.5 63
GR 38.5 658 51. 5 1066 59.5 1138 41 8 750 42.7 797
666 42.3 718 GR 46.1 1018
x1 4.48 29 393 1397 365 365 365
X3 375 1100
59.1 124 58.0 211 55.0 281
GR 73.3 0 68.6 45.2 642
GR 53.7 375 48.9 393 46.6 560 44.0 597 43.2 730
GR 45.0 647 45.0 684 45.3 726 44-0 729 45.7 812
GR 42.7 744 44.0 755 44.7 759 44.5 772 966 44.7
GR 44.7 1309 47.7 1397 48.4 130 58.7 1448 44.5 1143
DOWNSTREAM BOTTOM OF ROAD EMBANKMENT
X1 4.504 18 600 1100 150 1200 150
X3
GR 55 535 50.6 600 49.6 650 48T7 a30 48.2 750 950
45 920 2
I GR 46.7 800 45.8 850 51 1200
-� GR 45 960 47.2 1000 48.5 1050 50.5 1100
GR 50 1300 51 1400 53 1450
NC 0.016 0.016 0.016 0.2 0.4
DOWNSTREAM FACE OF EL CAMINO REAL BRIDGE 30 30
m. X1 4.51 21 700 1050 30 660
GR 58.3 550 54.9 600 52.8 -7 51.2 650 50.7
GR 50.0 675 48.5 700 47.1 750 46.6 800 46.2
850
GR 45.7 900 46.4 950 47.Z 1200 54.6 1250 54.9 1300
i GR 52.3 1100 53.6 1150 54.2
GR 55.0 1350
j UPSTREAM FACE OF EL CAMINO REAL BRDDGE 30 30 30
L X1 4.516
NC 0.05 0.12 0.12 0.1 0.3
UPSTREAM BOTTOM OF ROAD EMBANKMENT 30 30
X1 4.522 13 600 1350 30 1300
X3 600 49.5 700 48 780
GR 60 500 56 550 54 990 46 1000 48 1085
GR 47 910 44 950
I
GR 48 1200 50 1350 55 1450
A-2
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA
X1 4.55 50 153 699 130 699 130
X3
_ GR 59.2 0 55.5 64 56.8 137 51.0 153 48.9
GR 48.0 321 47.5 378 47.6 437 47.0 440 48.2 448
GR 48.2 501 49.3 544 49.8 596 50.6 644 51.5 688
GR 55.5 695 55.5 699 47.5 715 45.8 718 46.1 722
GR 46.7 727 47.8 730 48.4 737 47.4 748 48-4 772
t GR 48.5 801 46.9 806 46.7 810 47.1 815 48.2 816
GR 48.3 824 48.6 865 48.8 901 47.5 935 49.2 947
GR 47.0 951 46.4 957 46.9 962 49.3 967 48.8 989
GR 46.7 1002 46.1 1007 46.6 1010 49.0 1014 49.3 1050
GR 49.2 1092 49.4 1124 51.4 1146 55.7 1155 59.5 1178
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA
X1 4.64 . 59 243 643 460 463 460
X3
GR 57.3 0 56.6 32 56.2 84 59.7 94 59.9 1 9
j GR 54.7 150 53.9 198 52.0 243 50.8 312 49.8 382
GR 50.5 443 51.1 446 48.6 450 46.7 450 46.8 462
GR 48.6 464 49.9 465 49.5 509 49.6 543 50.3 576
GR 51.6 612 55.5 628 55.5 633 55.6 643 52.6 652
GR 51.4 661 51.3 674 50.1 676 49.6 678 49.0 686
GR 49.8 695 50.0 696 50.4 699 50.8 721 51.1 742
GR 50.9 792 50.9 836 51.2 877 50.5 892 48.1 894
GR 48.1 896 48.5 898 50.6 903 51.3 946 51.7 975
GR 5i_6 986 48.9 989 48.7 1003 49.3 1007 51.1 1009
GR 50.5 1020 50.8 1053 51.1 1079 51.1 1116 49.6 1138
GR 49.6 1167 51.7 1196 55.4 1206 61.7 1235
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
Q gL08 qCH gR08 ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN EL
MIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENOST
"s
*PROF 1
CCHV= .100 CEHV= .300
*SECNO 3.840
s 3.840 9.12 41.32 .00 40.00 41.65 .33 _00 .00 32.70
21000.0 1487.1 9901.6 9611.3 521.3 2534.6 1784.5 .0 .0 36.70
.00 2.85 3.91 5.39 .045 .070 045 .000 32.20 903.81
.002304 500. 500_ 500. 0 0 4 .00 868.54 1772.35
*SECNO 3.930
3.930 8.53 42.53 .00 .00 42..4 .42 1.27 .03 34.00
21000.0 5259.0 11986.0 3754.9 857.5 2713.4 636.9 511.5 8.4 35.40
,03 6.13 4.42 5.90 .045 .070 .045 .000 34.00 259.62
.002843 500. 495. 495. 2 0 0 .00 600.60 860.22
' *SECNO 4.060
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .69
4.060 10.26 45.06 .00 _00 45.62 .56 2.63 ' .04 37.90
_ 21000.0 5103.3 12857.6 3039.1 595.3 3574.0 357.7 118.2 17.9 37.50
06 8.57 3.60 8.50 .045 .120 .045 _000 34.80 504.46
.005922 643. 669. 675. 2 0 0 00 648.62 ~1153.07
I -
I
*SECNO 4.150
4.150 14.72 47.62 .00 .00 47.79 .18 2.13 _04 40.90
21000.0 2896.6 17588.5 514.9 655.9 5663.7 100.2 177.5 26.2 38.50
_10 4.42 3.11 5.14 _045 .120 .045 .000 32.90 104.56
.003562 500. 470. 430. 2 0 0 .00 870.43 974.99
i
*SECNO 4.250
A-3
r
{ 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.54
4-250 13.05 48.85 -00 _00 49.01 .16 1.21 .00 40.80
21000.0 6498.9 12307.2 2193.9 1597.8 5680.6 439.3 266.7 37.9 39.90 5. 0 10 .05
15 4.07 2.17 4.99 043 .120 04 � .000 3
00 988.20 1094.26
.001500 550_ 550. 550.
*SECNO 4.350
3265 DIVIDED FLOW
3280 CROSS SECTION 4.35 EXTENDED .82 FEET
s
I 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 60
4.350 14.42 49.92 .00 .00 50.18 _26 1.14 .03 42.20
654.8 1140.5 4124.4 117.4 339.7 48.0 41.10
21000.0 5925.2 14420.0
12
.18 5.20 3.50 5.58 .045 0 040 0 2
00 828.56 848.62
.004230 485.. 485_ 485_ 2
*SECNO 4.410
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.61
4.410 13.99 50.79 _00 .00 51.01 .22 .82 .00 46.40
21000.0 7734.2 6598.0 6667.8 1871.7 3203.6 1493.1 384.9 55.0 42.70
- .21 4.13 2.06 4.47 .045 •120 •045 .000 3 1004.2]0 1052.62
-001629 330. 330_ 330. 2
*SECNO 4.480
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .37
-' 3470 ENCROACHMENT STATIONS= 375.0 1100..00TYPE=52 30 1 TAR.33 1.7 25.000 000 03 48.90
4.480 9.27 51.97 .00
21000.0 82.4 20917.6 _0 17.7 4543.4 .0 431.6 62.2 100000.00
3 23 4.66 4.60 _00 .045 -120 .000 .000 42.70 381.48
.011747 365. 365. 365. 2
p 0 .00 718-52 1100.00
*SECNO 4.504
3470 ENCROACHMENT STATIONS= _0 1200.0 TYPE= 1 TARGET= 1199.999
DOWNSTREAM BOTTOM OF ROAD EMBANKMENT
SECNO DEPTH CWSEL CRIWS WSELK EG HV
HL OLOSS L-BANK. ELEV
Q QLOB QCH QROB 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
I
4.504 11.86 53.86 .00 .00 54.42 .56 2.05 .07 50.50
21000.0 452.5 17831.8 2715.7 78.2 3257.1 310.3 445.7 2-00 50.50
24 5.79 5.47 8-75 .045 .120 .045 .000 42.00 551.94
.016109 150_ 150. 150_ 2
p " Q 00 648.06 1200.00
CCHV= .200 CEHV= -400
*SECNO 4.510
t
- 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 5.22
DOWNSTREAM FACE OF EL CAMINO REAL BRIDGE 05 •16 48-50
4.510 7.98 53.68 -00 -00 54-63 .95
�- 21000.0 1185.8 19154-5 659.7 234-8 2371.4 169.8 447-9 64.9 49.80
-24 5-05 8.08 3.89 .016 _016 _016 .000 45.70 614.49
.000590 30. 30- 30• Z p p .00 542.39 1156.88
L
A-4
I I
E
i
*SECNO 4.516
UPSTREAM FACE OF EL CAMINO REAL BRDIG000 54 65 .95 _02 .00 48.50
4.516 8.00 53.70 .00
21000.0 1192.2 19140.5 667.3 236.8 2379.5 172.3 449.8 5.70 44.80
24 5.03 8.04 3.87 .016 .016 .016 .000 45.70 614.22
.000583 30. 30. 30. 2
p p 00 544.60 1158.82
CCHV= .100 CEHV= .300
*SECNO 4_522
3301 HV CHANGED MORE THAN HVINS
j 3302 WARNING: CONVEYANCE CHANGE OUT
OF ACCEPTABLE RANGE, KRATIO = 21
3470 ENCROACHMENT STATIONS= _0 1300.0 TYPE= 1 TARGET= 1299.999
UPSTREAM BOTTOM OF ROAD EMBANKMENT 00 5476 .35 .05 .06 54.00
4.522 10.41 54.41 •00 . 0 452.3
21000.0 2.5 20997.5 .0 65.7 100000.00
2.2 4429.8
.24 1.17 4.74 .DO .050 .120 .000 .000 44.00 589.59
2 0 0 .00 710.41 1300.00
012648 30. 30. 30.
*SECNO 4.550
3265 DIVIDED FLOW
3470 ENCROACHMENT STATIONS= .0 699.0 TYPE= 1 TARGET= 698.999
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA 45 1.75 .03 51.00
4.550 10.28 56.08 .00 .00 56.53
21000.0 244.2 20755.8 .0
47.7 3834.3 .0 464.7 67.7 100000.00
_25 5.12 5-41 .00 .050 .120 .000 -000 00 602.32 699-00
.014272 130. 130. 130. 2 0 0
*SECNO 4.640
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.63
f
3470 ENCROACHMENT STATIONS= .0 643.0 TYPE= 1 TARGET= 642.999
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA
4.640 13.28 59.98 .00 .00 60.34 36 51080 74.01
3 100000.00
l 21000.0 5982.7 15017.3 .0 930.6 3764.9
00
_28 6.43 3.99 .00 .050 .1200 0000 000 643.00 643.00
.005376 460_ 460. 460. 3
3
! T1 JUNE 1996, ESCONDIDO CREEK CAMINO DEL NORTE
T2 CROSS SECTIONS FACING UPSTREAM
T3 EXISTING CONDITIONS, 14500 CFS
J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q
WS Fa
4 0.0023 40
I J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM I7RACE
E
i
-- 15 -1
L SECNO DEPTH CWSEL CRIWS WSELK EG HV Hl
OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AR08 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
i
L
*PROF 2
j CCHV= c.100 CEHV= .300
*SECNU 3.840
A-5
I 4
i
3.840 7.87 40.07 _00 40.00 40.32 _26 00 00 36.70
14500.0 476.5 7322.6 6700.9 238.7 045 2111.1 070 1416045 •000 32.20 920.31
.00 Z.00 3.47 4.73 0 3 .00 841.75 1762.06
.002317 500. 500_ 500. 0
_ *SECNO 3.930
3.930 7.26 41.26 .00 .00 41.55 29 1.22 .01 34.00
14500.0 3520.6 8522.0 2457.4 685.0 2268.0 499.7 41.1 8.2 35.40
x 03 5.14 3.76 4.92 .045 .070 .045 .000 34.00 261.73
002613 500_ 495. 495. 0 0 .00 592.87 854.60
*SECNO 4"060
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .66
4.060 8.88 43.68 .00 .00 44.09 .41 2.50 .04 37.90
14500.0 3391.2 9100:7 2008.1 460.6 2906.4 272.3 95.2 17.6 37.50
_07 7.36 3.13 7.37 .045 .1200 .0450 .000 00 641.110 11048.977
- "005910 643. 669. 675.
*SECNO 4.150 _03 40.90
4.150 13.21 46.11 .00 .00 46.24 .13 2.12
14500.0 1461.5 12722.4 316.1 394.3 4679.1 69. 142.8 000 32590- 148.47
.12 3.71 2.72 4.53 045 120 0 00 822.89 971.35
4 .003523 500. 470. 430. 2
*SECNO 4.250
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.55
- 4.250 11.51 47.31 .00 .00 47.43 .12 1.19 .00 40.80
14500.0 3859.0 9107.3 1533.7 1126.9 4775.3 349.6 214.7 36.6 39.90
i _18 3.42 1.91 4.39 .045 .120 .045 .000 35.80 165.04
.001465 550. 550. 550_ 3
0 0 .00 925.87 1090.91
*SECNO 4.350
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .58
4.350 12.89 48.39 .00 .00 48.59 .20 1.14 .03 42.20
14500.0 3324.7 10775.1 400.2 718.4 3433.3 80.3 273.1 45.7 41.10
.21 4.63 3.14 4.99 .045 120 0450 .000 00 707.04 844.02
.004353 485_ 485. 485" 2
*SECNO 4.410
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.54
4.410 12.51 49.31 .00 00 44.48 .17
89 .00 46.40
14500.0 4921.6 5077.8 4500.6 1333.1 2646.3 1124.3 308.4 52.0 42.70
24 3.69 1.92 4.00 .045 .120 .045 .000 36.80 68.46
001824 330. 330. 330. 2
p 0 _00 973.28 1041.74
! *SECNO 4.480
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .39
I
3470 ENCROACHMENT STATIONS= 375.0 1100.0 TYPE= 1 TARGET= 725.000
4.480 7.94 50.64 _00 _00 50.89 .25 1.38 .02 48.90
14500.0 18.5 14481.5 .0 5.7 3602.3 .0 344.9 59.1 100000.00
.27 3.25 4.02 .00 .045 .120 000 .00 713.53 1100.00
•012176 365. 365. 365. 2
*SECNO 4.504
i
A-6
j
l [
I
3470 ENCROACHMENT STATIONS=
0 1200.0 TYPE= 1 TARGET= 1199.999
DOWNSTREAM BOTTOM OF ROAD EMBANKMENT 40 2.14 .04 50.60
4.504 10.68 52.68 .00 .00 53.08
14500.0 138.9 13100.2 1260.9 31.6
045 2665.1
120 191.9 045 356.1 000 42100 569.43
28 4 39 4.92 6.57 0 _00 630.57 1200.00
.016969 150. 150. 150_ 2 0
HV HL OLOSS L-BANK ELEV
} SECNO DEPTH CWSEL CRIWS WSELK EG AROB VOL TWA R-BANK ELEV
q QLOB QCH QROB ALOB ACH WfN ELMIN SSTA
Y- TIME VLOB VCH VROB XNL XNCH XNR
SLOPE XLOBL XLCH XLOBR [TRIAL IDC ICONT CORAR TO
PWID ENDST
i
_ CCHV= .200 CEHV= .400
*SECNo 4.510
3302 DARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 5.53
e
DOWNSTREAM FACE OF EL CAMINO REAL BRIDGE 72 •05 •13 48.50
4.510 6.84 52.54 .00 .00 53.25
14500.0 590.8 13668.7 240.5 145016 147016 77.0
016 35000 45170 629.02
28 4.07 6.93 3.12 2 p p .00 480.31 1109.33
.000555 30. 30. 30.
*SECNo 4.516
UPSTREAM FACE OF EL CAMINO REAL BRI[GE 71 02 .00 48.50
4.516 6.86 52.56 .00 .00 53.27
14500.0 595.0 13660.9 244.1 146.7 1979.9 016 78.3
016 35000 45?70 628.69
28 4.06 6.90 3.12 016
.000548 30. 30. 30.
2 p 0 .00 481.47 1110.15
CCHV= _100 CEHV= .300
*SECNo 4.522
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 21
3470 ENCROACHMENT STATIONS= .0 1300.0 TYPE= i TARGET= 1299.999
UPSTREAM BOTTOM OF ROAD EMBANKMENT 00 53.36 _26 .04 .04 54.00
4.522 9.10 53.10 •00 0 3518.6 .0 361.3 62.5 100000.00
14500.0 .0 14500.0 •0
-28 _00 4.12 .00 .00� 1200 00p .000 00 680.04 1300-00
_ .012476 30. 30- 30.
*SECNO 4.550
3470 ENCROACHMENT STATIONS= .0 699.0 TYPE= 1 TARGET= 698.999
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA _02 51.00 64.4 100000.00
4.550 8.94 54.74 .00 .00 55.08 _33 1.70
? -0 19.2 3105.3 _0 371.3
14500.0 97.3 14402.7 00 050 .120 .000 .000 45.80 142.70
_29 5.06 4.64
.013673 130. 130. 130. 2 p p 00 550.96 693.66
*SECNo 4.640
3265 DIVIDED FLOW
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.62
i
3470 ENCROACHMENT STATIONS= .0 643.0 TYPE= 1 TARGET= 642.999
1 LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA 2S 3.66 .01 52.00
4.640 11.80 58.50 .00 .00 58.75
.D 407.8 70.4 100000.00
14500.0 3383.4 11116.6 .0 632.5 3171.0 000 .000 46.70 .00
-32 5.35 3.51 OD OSG 120
3 0 0 _00 591.60 643.00
-005195 460. 460. 460_
THIS RUN EXECUTED i1.iUN96 21:04:14
A-7
i
REC-2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
- NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
SUMMARY PRINTOUT TABLE 150
SECNO XLCH ELTRD ELLC ELMIN 4
CUSEL CRIUS EG 10*KS VCH AREA 01K
3.840 .00 .00 .00 32.20 21000.00 41.32 .00 41.65 23.04 3.91 4840.39 4375.17
7 3.47 3765.86 3012.03
3.840 .00 _00 .00 32.20 14500.00 40.07 .00 40.32 23.1
3.930 495.00 00 .00 34.00 21000. 4.42 4207.83 3938.26
00 42.53 .00 42.94 28.43
3.930 495.00 .00 .00 34.00 14500.00 41.26 .00 41.55 26.13 3.76 3452.63 2836.46 45.06 .00 45.62 59.22 3.60 4526.93 2728- 8
_ * 4.060 669.00 .00 -00 34.80 14500.00 43 .68 .00 44.09 59.10 3.13 3639.38 1886.17
4.060 669.00 .00 0
4.150 470.00 .00
00 32.90 21000.00 47.62 .00 47.79 35.62 3.11 6419.79 3518-54
4.150 470.00 .00. .00 32.90 14500.00 46.11 _00 46.24 35.23 2.72 5143.17 2443_2.17 7717.68 5421.44
* 4.250 550.00 00 DO 35.80 14500.00 48.31 .00 47.43 15.00 1.91 6251.80 3787.79
* 4:250 550.00 .00 .00
* 4.350 485.00 .00
00 35.50 21000.00 49.92 .00 50.18 42.30 3.50 5382.34 3228-74
* 4.350 485.00 .00 _00 35.50 14500.00 48.39 00 48.59 43.53 3.14 4231.99 2197.66
.00 51.01 16.29 2.06 6568.33 5203.79
36.80 21000-00 50.79
_' * 4.410 330.00 00 00 36.80 14500-00 49.311 .00 49.48 18.24 1.92 5103.72 3395.37
* 4.410 330.00 _00
00 42.70 21000.00 51.97 .00 52.30 117.47 4.60 4561.14 1937-53
* 4.480 365.00 .00 .00 50.89 121.76 4.02 3607.98 1314.08
I * 4.480 365.00 .00 .00 42.70 14500.00 50.64
y 4.504 150.00 .00 .00 42.00 21000.00 53.86 .00 54.42 161.09 5.47 3645.58 1654.56
4.504 150.00 .00 .00 42.00 14500.00 52.68 .00 53.08 169.69 4.92 2888.61 1113.13
-3 * 4.510 30.00 00 .00 45.70 14500.00 52.54 .00 53.25 5.550 6.93 2 94.66 653.23
* 4.510 30.00 -
4.516 30.00 .00 .00 45.70 21000.00 53.70 00 53.27 5.48 6.90 2204.92 6195-60
4.516 30.00 .00 .00 45.70 14500.00 52.56
* 4.522 30.00 _00 .00 44.00 21000.00 54.41 .00 54.76 126.48 4.74 4431.97 1867.2
* .00 44.00 14500.00 53.10 .00 53.36 124.76 4.12 3518.59 1298-17
4.522 30.00 .00
142.72 5.41
56.08 .00 56.53
4.550 130.00 00 .00 45.80 14500.00 54.74 0 00 45.80 21000-00 0 55.08 136.73 4.64 31824.55 1240.05
4.550 130.00 -0
* 4.640 460.00 00 .00 46.70 21000.00 59.98 .00 60.34 53.76 3.99 4695.49 2864.20
? * 58.50 .00 58.75 51.45 3.51 3803.52 2011.67
4.640 460.00 .00 .00 46.70 14500.00
SUMMARY PRINTOUT TABLE 150
SECNO Q CWSEL DIFWSP DIFWSX DIFKUS TOPWID XLCH
3.840 21000.00 41.32 -00 00 1.32 868.54 .00 00 p7 847.75 .00
3.840 14500_00 40.07 -1.26
�. 3.930 21000.00 42.53 _00 1.20 00 600.60 495.00
3.930 14500.00 41.26 -1.27 1.19 .00 592.87 495.00
* 4-060 21000.00 45.06 _00 2.53 .00 648.62 669.00
i * 4.060 14500.00 43.68 -1.38 2.42 .00 641.10 669.00
4.150 21000.00 47.62 .00 2.56 .00 870.43 470.00
4.150 14500.00 46.11 -1.51 2.43 .00 822.89 470.00
-- * 4.250 21000.90 48.85 .00 1.23 .00 988.20 550_00
A-8
4
I
r
* 4.250 14500.00 47-31 -1-53 1.21 .00 925.87 550.00
* 4.350 21000.00 49.92 .00 1.07 .00 828.56 485-00
* 4-350 14500.00 48.39 -1.53 1.08 .00 707.04 485.00
00 .87 .00 1004.21 330.00
* 4.410 21000.00 50.79 92 .00 973.28 330.00
* 4.410 14500.00 49.31 -1.47
* 4.480 21000.00 51.97 .00 1.18 .00 718.52 365.00
* 4.480 14500.00 50.64 -1.33 1.33 .00 713.53 365.00
4.504 21000.00 53.86 .00 1.89 .00 648.06 150.00
4.504 14500.00 52.68 -1.18 2.04 .00 630.57 150.00
s 00 19 00 542.39 30-00
* 4.510 21000.00 53.68 14 _00 480.31 30-00
* 4.510_ 14500.00 52.54 -1.14
03 .00 544.60 30.00
4.516 21000.00 53.70 DO 02 00 481.47 30.00
4.516 14500.00 52.56 -1.14
*
4.522 21000.00 54.41 -DD 70 .00 710.41 30.00 54 _00 680.04 30.00
4.522 14500.00 53.10 -1.31
_ 4.550 21000.00 56.08 .00 1.67 .00 602.32 130.00
4.550 14500.00 54.74 -1.33 1.65 .00 550.96 130.00
00 3.90 .00 643.00 460.00
4.640 21000.00 59.98 OG 591.60 460.00
s * 4.640 14500.00 58.50 1.49 3.75
SUMMARY OF ERRORS AND SPECIAL NOTES
WARNING SECNO= 4.060 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.060 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
ABLE RANGE
WARNING SECNO= 4-250 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPT
WARNING SECNO= 4.250 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.350 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
s WARNING SECNO= 4_350 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.410 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.410 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 41480 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.480 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.510 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.510 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.522 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.522 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.640 PROFILE= 1 CONVEYANCE CHANGE UTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.640 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
t
i
Lr
A-9
HEC-2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
T1 ESCONDIDO CREEK CAMINO DEL NORTE WITH PROPOSED BRIDGE
T2 SPAN LENGTHENED FOR 45 MPH SPEED, CROSS SECTIONS FACING UPSTREAM
. T3 DECEMBER, 1996, 21000 CFS
+ J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ
f 3 0.0023 40
3
- J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBU CHNIM ITRACE
1 -1
QT 7 38400 21000 14500 3200 21000 7500 7000
NC 0.045 0.045 0.070 0.1 0.3
X1 3.84 44 1137 1474 500 500 500
- X3 10
2 0 77.9 26 74.7 52 73.4 130 65.9 282
GR 78.
GR 6i.2 365 59.2 405 56.4 499 51.8 550 48.1 591
GR 50.2 602 51.0 661 49.5 688 50.4 751 46.8 784
GR 47.1 828 39.1 933 39.1 1022 39.1 1098 39.3 1112
- 1151 GR 39.4 1124 32.7 1137 34.8 33.8 1270 33.1 1323
GR 33.9 1397 32.6 1456 36.7 1474 34.5 1512 34.7 1581
GR 34.7 1637 32.2 1658 35.1 i67i 35.3 1723 43.6 1791
GR 48.9 1849 45.8 1886 44.8 1942 51.3 2019 57.1 2084
2249 93.1 2286
GR 62.9 2141 69.8 2197 80.8
X1 3.93 24 397 749 500 495 495
X3 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
GR 104.4 0 93.8 72 96.9 142 87.8 181 64.5 223
GR 38.7 266 37.0 298 34.0 397 34.3 477 34.3 495
GR 34.4 545 36.0 598 34.8 676 35.4 749 37.0 794
GR 34.6 819 35.9 831 40.9 853 57.8 928 68.8 1010
f GR 73.7 1093 84.0 1135 100.0 1190 114.1 1241
NC 0.12
X1 4.06 30 604 1089 643 675 669
X3 10.0
GR 74.1 0 79.3 34 78.8 78 71.4 98 70.9 168
_ 62.0 444
GR 69.4 243 69.8 316 69.7 360 7 686 37.1 698
GR 56.1 477 39.2 519 37.9 604 38.0 42.0 991
GR 37.7 712 38.2 802 37.4 898 37.0 977
GR 37.1 1007 37.3 1044 36.8 1069 34.8 1081 3 7.2 1337
7.2 1089
- GR 37.5 1107 41.0 1141 59.8 1197 86.8 1267 10
X1 4.15 27 300 953 500 430 470
! GR 58.0 0 47.7 102 40.9 300 39.5 461 40.8 502
GR 40.5 560 39.3 583 41.5 592 40.3 599 39.6 650
GR 43.1 655 43.0 657 38.6 663 38.3 682 36.9 859
GR 35_3 862 33.4 865 32.9 868 34.8 877 5.2 880
3
GR 37-8 892 37.7 901 36.3 91$, 37.0 941 38.5 953
1 GR 53-0 988 64.4 1010
X1 4.25 18 443 1034 550 550 550
i GR 51.6 0 46.9 181 44.6 209 40.8 443 39.2 633
GR 39.0 844 38.3 892 37.2 895 36.1 898 35.8 901
"- GR 36.4 905 37.0 907 38.3 910 38.3 945 34.9 1034
GR 40.5 1076 59.7 1118 68.7 1269
I X1 4.35 23 369 822 485 485 485
GR 49. 0 50.1 73 42.2
1 369 41.2 429 41.Z 568
GR 40.1 573 40.2 576 40.9 583 41.3 610 39.8 647
696 37.0 698 35.5 708
GR 41.1 668 40.9 694 3-8-2 40.9 771 41.1 822
GR 38-2 712 40_0 718 39.8 726
GR 57.0 870 59.4 922 64.9 474
A-10
i
f
t
X1 4.41 28 419 797 330 330 4436 209 43.0 318
GR 63.1 0 62.6 14 49.9 51 425 42.2 429
GR 45.0 345 46.6 415
46.4 419 42.7
GR 42.6 430 43.9 436 42.6 523 42.0 528 44.0 552
GR 43.0 599 40.9 628 42.4 635 38.5 637 36.8 652
GR 38.5 658 41.5 666 42.3 718 41.8 750 42.7 797
GR 46.1 1018 52.6 1066 59.5 1138
X1 4.48 29 393 1397 365 t16050 365
X3 375 281
GR 73.3 0 68.6 73 59.1 124 44.0 211 55.0
GR 53.7 375 48.9 393 46.6 560 44.0 597 45.2 642
GR 45.0 647 45.0 684 45.3 726 44.0 729 45.7 812
y GR 42.7 744 44.0 755 44.7 759 44.5 772
GR 44.5 - 840 45.0 894 45.2 966 44.7 1067 44.5 1143
GR 45.7 1309 47.7 1397 48.4 1430 58.7 1448
X] 4.504 18 600 1100 150 150
_ X3 700 1200
GR 55 535 50.6 600 49.6 650 48.7 700 48.2 750
GR 46.7 800 45.8 850 45 920 42 930 42 950
GR 45 960 47.2 1000 48.5 1050 50.5 1100 51 1200
-= GR 50 1300 51 1400 53 1450
NC 0.015 0.015 0.030 23 23
X1 4.507 20 815.1 1010 23
GR 58.94 550 57.03 600 55.4 650 54.05 700 52.98 750
GR 52.19 800 52.0 815 42.0 815.1 42.0 850 42.0 10101
0.
GR 42.0 916 42.0 950 42.0 1000 42.0 1010 51.95 .1
GR 52.4 1050 53.0 1100 53.6 1150 54.2 1200 54.9 1300
NC 0.020
DOWNSTREAM FACE OF EL CAMINO REAL BRIDGE 1 1
X] 4.508 20 815.1 1010 1
BT -9 815 52.0 50.0 815.1 52.0 50.0 850 51.7 49.7
BT 900 51.45 49.45 916 51.44 49.44 450 51.5 49.5
BT 1000 51_83 49.83 1010 51.95 49.95 1010.1 51.95 49.95
GR 58.94 550 57.03 600 55.4 650 54.05 700 52.98 750
GR 52.19 800 52.0 815 42.0 815.1 42.0 850 4. 900
GR 42.0 916 42.0 950 42.0 1000 42.0 1010 51.95 95 1010.1
F GR 52.4 1050 53.0 1100 53.6 1150 54.2 1200 54.9 1300
UPSTREAM FACE OF EL CAMINO REAL BRDDGE 42 42 42
X1 4.517 20 815.1 1010
BT -9 815 52.0 50.0 815. 1.7 49.7
1 52.0 50.0 850 5
BT 900 51.45 49.45 916 51.44 49.44 0.1 51.5 49.5
1010
BT 1000 51.83 49.83 1010 51.95 49.95 .1 5].95 49.95
GR 58.94 550 57.03 600 55.4 650 54.05 700 52.98 750
{ GR 52.19 800 52.0 815 42.0 815.1 42.0 850 42.0 900
GR 42.0 916 42.0 950 42.0 1000 42.0 1010 51 4.9.95. 1010.1
_. GR 52.4 1050 53.0 1100 53.6 1150 54.2 1200 59 1300
X1 4.518 20 815.1 1010 1 1 1
GR 58.44 550 57.03 600 55.4 650 54.05 700 52.98 750
GR 52.19 800 52.0 815 42.0 815.1 42.0 850 42.0 900
GR 42.0 916 42.0 950 42.0 1000 42.0 1010 51.95 1010.1
GR 52.4 1050 53.0 1100 53.6 1150 54.2 1200 54.9 1300
NC 0.05 0.12 0.12 0.1 0.3
X1 4.522 13 600 1350 23 23
X3 700 1200
48 780
GR 60 500 56 550 54 600 49.5 700 48 1085
L_ GR 47 910 44 950 44 990 46 1000
GR 48 1200 50 1350 55 1450
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA
X1 4.55 50 153 699 ]30 699 130
X3 229
56.8 137 51.0 153 48.9
GR 59.2 0 55.5 64
GR i8.0 321 47.5 378 47.6 437 47-0 440 48.2 4
j
44.3 544 49.8 596
GR :8.2 501 5G.6 644 Ji_J
45.8 718 4b.1 722 GR 55.5 695 55.5 699 47.5 715
A-11
f
737 47.4 748 48.4 772
I 7Z7 47.8 730 48.4 48.2 816
j GR 46.7 810 47.1 815
GR 48.5 801 46.4 806 46 48-8.7 901 47.5 935 49.2 947
GR 48.3 824 48.6 865 46.9 962 49.3 967 48.8 989
GR 47.0 951 46.4 957 1010 49.0
GR 49.2 1092 49.4 11024 51.4 1'146 55.7 10155 59.5 1178
GR
- LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOG AREA 460 460
Xl 4.64 59 243 643 643
X3 g4 59.7 94 59.9 139
56.6 32 56.2
GR 54.7 15E 53.9 198 52.0 243 50.8 312 49.8 382
GR 450 46.7 450 46.8 462
GR 50.5 443 51.1 446 48.6 509 49.6 543 50.3 576
GR 48.6 464 49.9 465 49.5 633 55.6 643 52.6 652
GR 51.6 612 55.5 628 55.5 676 49.6 678 49.0 686
GR 51.4 661 51.3 674 50.1 699 50.8 721 51.1 742
GR 49.8 695 50.0 696 50.4 877 50.5 892 48.1 975
836 51.2 51.7
GR 50.9 792 50.9 898 50.6 903 51.3 946
GR 48.1 896 48.5 48.7 1003 49.3 1007 51.1 1009
- GR 51.6 986 48.9 989 51.1 1079 51-1 1116 49.6 1138
GR 50.5 1020 50.8 1053 55.4 1206 61.7 1235
GR 49.6 1167 51.7 1196
HV HL OLOSS L-BANK ELEV
SECNO DEPTH CWSEL CRIWS WSELK EG AROB VOL TWA R-BANK ELEV
Q QLOB QCH QROB ALOB ACH WTN ELMIN SSTA
XNR
TIME VLOB VCH VROB XNL XNCH ICON? CORAR TOPWID ENDST
SLOPE XLOBL XLCH XLOBR ITRiAL IDC
*PROF 1
CCHV= .100 CEHV= .300
*SECNo 3.840 .00 .00 32.70
3.840 9.12 41.32 .00 40.00 41465 33 0 .0 36.70
21000.0 1487.1 9901.6 9611.3 521.3 2534.6 1784.5 045 .000 32.20 903.81
.00 2.85 3.91 5.39 .045 .070 .00 868.54 1772.35
- _002304 50`u. 500_ 500.
0 0 4
*SECNo 3.930 .00 42.94 .42 1.27 .03 34.00
i 3.930 8.53 42.53 .00
21000.0 5259.0 11986.0 3754.9 85045 2717.5 070 636.9 04 51.5
000 348 0
00 259.62
.03 6.13 4.42 5.90 0 0 .00 600.60 860.22
.002843 500. 495. 495. 2
*SECNo 4-060
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 69
4.060 10.26 45.06 .00 .00 45.62 .56 2.63
.04 37.90
21000.0 5103.3 12857.6 3039.1 595.3 3574.0 357.7 118.2 17.9 37.50
.06 8.57 3.60 8.50 .045 120 045. 00 648.62 1153.07
.005922 643. 669. 675• 2
*SECNO 4.150 -1.8 2.13 .04 40.90
4.150 14.72 47.62 .00 ..9 47.79
21000.0 2896.6 175&8.5 514.9 655.9 5663.7 100.2 045 1 000 32690 f 104.56
.10 4.42 3.11 5.14 •045 •120 0 .00 870.43 974.99
i .003562 500. 470. 430. 2
i
*SECNO 4-250
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.54
4.250 13.05 48.85 _00 .00 49.01 .16 1.21 00 40.80
21000 0 6498.9 12307.2 2193.9 1597.8 5680.6 439.3 045 2 000 337.9 106.05
.15 4.07 2.17 4.99 .043 .120
.001500 550- 550. 550.
3 0 0 .00 988.20 1094.28
A-12
I ,
x
*SECNo 4.350
3265 DIVIDED FLOW
3280 CROSS SECTION 4.35 EXTENDED 82 FEET
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .60
4.350 14.42 49.92 .00 .00 50.18 .26 1.14 .03 42.20
. 21000.0 5925.2 14420.0 654.8 1140.5 4124.4 1.045 3.000 48.0 41.10
.18 5.20 3.50 5.58 .045 .120 .045 .000 35.50 .00
-� p p .00 828.56 848.62
.004230 485. 485. 485. 2
i
*SECNO 4.410,
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.61
4.410 13.99 50.79 .00 .00 51.01 .22 .82 .00 46.40
21000.10 7734.2 6598.0 6667.8 1871.7 3203.6 1493.1 384.9 55.0 42.70
.21 4.13 2.06 4.47 .045 .1200 04� .000 00 1004.210 1052.62
.001629 330. 330. 330. 2
*SECNo 4.480
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 37
3470 ENCROACHMENT STATIONS= 375.0 1100.0 TYPE= 1 TARGET= 725.000
4.480 9.27 51.97 .00 .00 52.30 .33 1.26 .03 48.90
21000.0 82.4 20917.6 .0 17.7 4543.4 .0 431.6 62.2 100000.00
..0 .045 .120 .000 .000 42.70 381.48
23 4.66 4.60
.011747 365. 365. 365. 2 0 0 .00 718.52 1100.00
*SECNo 4.504
3280 CROSS SECTION 4.50 EXTENDED .90 FEET
3' STATIONS= 700.0 1200.0 TYPE= 1 TARGET= 500.000
3470 ENCROACHMENT 4 2.22 .12 100000.00
4.504 53.91 _00 .00 54.64 .7
21000.0 .0 17959.1 3040.9 .0 2853.6 315.1 444.9 64.3 50.50
,24 .00 6.29 9.65 .000 .120 _045 .000 42.00 700.00
019198 150. 150. 150. 2 0 0 .00 500.00 1200.00
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
i TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR 70PWID ENDST
I *SECNo 4_507
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.97
4.507 11.66 53.66 .00 .00 54.85 1:f9 .07 .14 42.00
21000.0 325.0 20212.0 463.0 89.1 2273.3 126.7 446.4 64.5 42.00
3.65 8.89 3.66 .015 .030 _015 .000 42.00 718.03
001.24 24 23_ 23. 23. 2 0 0 .00 437.32 ~1155.35
I
*SECNO 4.508
j 3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .47
I 3370 NORMAL BRIDGE, NRD= 9 MIN ELTRD= 51.44 MAX ELLC= 50.00
A-13
DOWNSTREAM FACE OF EL CAMINO REAL BRIDGE
.00
4.508 11.06 53.06 .00 55.11 2.05 .00 .26 42.00
21000.0 214.3 20474.0 311.7 39.1 1766.6 54.3 446.4 64.5 42.00
.24 5.48 11.59 5. . 3
015 020 .015 0- 390 1
0
16 359.27 1105.34
.005570 1. 1 1'
*SECNO 4.517
3301 HV CHANGED MORE THAN HVINS
t
y 3370 NORMAL BRIDGE, NRD= 9 MIN ELTRD= 51.44 MAX ELLC= 50.00
UPSTREAM FACE OF EL CAMINO REAL BRDDGE 19 .06 42.00
4.517 . 11.91 53.91 .0o .00 55.36 1.44
21000.0 790.3 19066.4 1143.3 1144.6 193020 16015 44000 42400 706.37
.24 6.90 9.87 6.91 4 0 0 -390.16 469.77 1176.14
.003583 42- 42. 42•
*SECNO 4.518
i 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.92
.00.
.00 55.40 .98 .00 .05 42.00
4.518 12.42 54.42
21000.0 492.0 19785.8 722.1 175.2 2420.8 261.9 448.4 64.9 42.00
.24 2.81 8.17 2.76 .015 020 010 600 545.26 1286.53
. 000421 1. 1- 1' 2
CCHV= .100 CEHV= .300
*SECNO 4.522 .04 FEET
3280 CROSS SECTION 4.52 EXTENDED
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .18
z
3470 ENCROACHMENT STATIONS= 700.0 1200.0 TYPE= 1 TARGET= 503' 000 .05 100000.00
4.522 11.03 55.03 .00 ..0 55.48
.0 3899.0 .0 450.2 65.2 100000.00
21000.0 .0 21000.0 .0
.24 .00 5.39 .00 .000 120 000 000 500.00 1200.00
! .012656 23. 23. 23. 2
*SECNO 4.550
f
3265 DIVIDED FLOW
3 3470 ENCROACHMENT STATIONS= .0 699.0 TYPE= 1 TARGET= 698.999
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA .01 51.00
4139
4.550 10.83 56.63 .00 .00 139 1 ..0 :.62.3 66.9 100000.00
1.53
21000.0 361.3 20638.7 .0 91.0 .1
p
25 3-97 4,99 .00 .050 .120 .060 .000 45.80 44.38
p p .00 644.86 699.00
.010950 130. 130. 130- 3
*SECNO 4.640
HL OLOSS L-BANK ELEV
SECNO DEPTH CWSEL CRIWS WSELK EG HV
Q QLOS QCH QROB ALOE ACH AROB VOL EL MIN SSTANK ELEV
TIME VLOB VCH VROS XNL XNCH XNR
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
r -
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ,,CCEP{AELE RANGE, KRATIO
L
A-14
i 642.999
3470 ENCROACHMENT STATIONS= 0 643.0 TYPE= 1 TARGET=
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA 35 3.37 .00 52.00
4.640 13.34 60.04 '00 .00 60.39
944.2 3787.4 .0 509.7 73.7 100000.00
21000-0 6020.9 14979.1 0 .000 .000 46.70 .00
27 6.38 3.95 .00 050 .120
.005244 460. 460. 46p-
3 0 0 .00 643.00 643.00
T1 NOVEMBER 1996, ESCONDIDO CREEK CAMINO DEL NORTE
72 CROSS SECTIONS FACING UPSTREAM
� T3 14500 CFS
STRT
METRIC HVINS Q WSEL FQ
J1 ICHECK INQ NINV IDIR
40
y 4 0.0023
J2 NPROF IPLOT PRFVS XSECV XSECH FN
ALLDC IBW CHNIM ITRACE
2 1
PAGE 11
7
27DEC96 10:58:37
HV HL OLOSS L-BANK ELEV
SECNO DEPTH CWSEL CRIWS WSELK EG AROB VOL TWA R-BANK ELEV
Q QLOB QCH QROB ALOB ACH EL SSTA
VROB XNL XNCH XNR WTN
TIME VL08 VCH ICONT CORAR TOPWID ENDST
SLOPE XLOBL XLCH XL08R ITRIAL IDC
*PROF 2
CCHV= -100 CEHV= .300
-
*SECNO 3.840 _00 DO 32.70
3.840 7.87 40.07 .00 40.00 40.32 26 0 -0 36.70
14500.0 476.5 7322.6 6700.9 238.7 045 2111-1 070 1416.1 045 .000 32-20 920.31
_00 2.00 3.47 4.73 0 0 3 .00 841.75 1762.06
.002317 500- 500. 500_
*SECNo 3.930 .00 41.55 .29 1-22 .01 34.00
c 3.930 7.26 41.26 .00
14500-0 3520.6 8522.0 2457.4 685.0 2268.0 4 045 41.1
000 34.00 261.73
.03 5.14 3.76 4.92 _045 .070
0 p .00 592.87 854.60
.002613 500. 495. 495_ 2
*SECNO 4-060
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 66
'L pp 0p 44.09 .41 2.50 .04 37.90
4-060 8.88 43.68
14500.0 3391.2 9100.7 2008.1 460.6 2906.4 27045 9000 34780 507.88
.07 7.36 3.13 7.37 .045 .120
1148.97
.005910 643. 669. 675. 2 0 p .00 641.10
+ *SECNo 4.150 .03 40.90
4.150 13-21 46.11 .00 .00 679.1 9.8 2.12
14500.0 1461-5 12722.4 316.1 394-3
.045 46.1270 .045 142-8
.000 32.90 148.47
.12 3-71 2-72 4.53 0 p 00 822.89 971.35
-003523 500- 470. 430_ 2
I -
L
*SECNo 4-250
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1-55
4.250 11-51 47.31 .00
00 47.43 .12 1.19 .00 40-80
- 14500.0 3559.0 9107-3 1533-7 1126.9 4775.3 349-6 214.7 000 3356.80 165:04
?8 3.42 1.91 4.39 .045 12c 04� -00 925-87
I .001465 550. 550. 550. 3
A-15
*SECNo 4.350
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .58
4.350 12.89 48.39 .00 00 48.59 .20 1.14 03 42.20
14500.0 3324.7 10775.1 400.2, 718.4 3433.3 80.3 273.1 45.7 41.14
_21 4.63 3.14 4.99 - .045 .120 .045 .000 35.50 136.97
.004353 485_ .485. 485. 2
0 0 .00 707.04 844.02
i
*SECNo 4.410
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.54
4.410 12.51 49.31 .00 .00 49.48 .17 .89 ..0 46.40
14500.0 4921.6 5077.8 4500.6 1333.1 2646.3 1124.3 308.4 52.0 42.70
_24 3.69 1.92 4.00 .045 .120 .045 .000 36.80 68.46
p 0 .00 973.28 1041.74
.001824 330. 330. 330. 2
E
*SECNo 4.480
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .39
3470 ENCROACHMENT STATIONS= 375.0 1100.0 TYPE= 1 TARGET= 725.000
4.480 7.94 50.64 .00 .00 50.89 .25 1.38 .1 48.90
14500.0 18.5 14481.5 .0 5.7 3602.3 .0 344.9 59.1 100000.00
27 3.25 4.02 .00 .045 .120 .000 .000 42.70 386.47
.012176 365. 365. 365. 2 0 0 .00 713.53 1100.00
I
I
*SECNO 4.504
3470 ENCROACHMENT STATIONS= 700.0 1200.0 TYPE= 1 TARGET= 500.000
4.504 10.71 52.71 .00 .00 2374?9 19555 355?6 610 100000.50 0.00 00
14500.0
.0 13130.0 1370.0 .0
.28 .00 5.53 7.Ui _000 .120 .045 .000 42.00 700.00
018851 150. 150. 150. 2 0 0 .00 500.00 1200.00
i
*SECNo 4.507
_ I
SECNo DEPTH CWSEL CRIWS WSELK EG HV HL
GLOSS L-BANK ELEV
Q QLOB QCH QROB 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
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 4.68
4.507 10.58 52.58 .00 .00 53.34 .76 .05 .08 42.00
1450028 1843 144406 27.1 49 12.8
015 2062.7 030 18.2
015 356.8 000 42.00 775.12 B
i p 0 .00 290.14 1065.26
_000861 23. 23. 23. 2
3
L *SECNo 4.508
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .47
3370 NORMAL BRIDGE, NRD= 9 MIN ELTRD= 51.44 MAX ELLC= 50.00
I
!- DOWNSTREAM FACE OF EL CAMINO REAL BRIDGE
4.508 10.23 52.23 .00 .00 53.50 1.27 .00 . 42.00
.4
14500.0 3.5 14490.5 6.0 2.4 1603.9 3.8 356.8 61.4 42.00
.28 1.46 9.03 1.57 Oi5 .020 .000 42.00 757.4;
.003850 1. 1. 1. 2 0 0 -3900.16 237.40 1034.89
A-16
*SECNO 4.517
3370 NORMAL BRIDGE, NRD= 9 MIN ELTRD= 51.44 MAX ELLC= 50.00
UPSTREAM FACE OF EL CAMINO REAL BRDIGE
4_517 10.48 52.48 .00 .00 53.66 1.18 .15 .01 42.00
14500.0 21.8 14446.5 31.7 8.6 1651.8 12.6 358.4 61.7 42.00
.28 2.52 8.75 2.52 .012 .0200 .0150 -3900106 274.28 1056.25
j .003470 42. 42. 42.
*SECNO 4.518
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.24
4.518 11.02 53.02 .00 .00 53.71 .69 .00 .05 42.00
i 14500.0 46.2 14386.1 67.7 36.1 2147.4 50.2 358.5 61.7 42.00 42.00 748.22
.28 1.28 6.70 1.35 •012 -0200 .0150 .000 00 353.29 11011-51
.000332 1. 1. 1'
CCHV= .100 CEHV= .300
f *SECNO 4.522
s
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .16
3470 ENCROACHMENT STATIONS= 700.0 1200.0 TYPE= 1 TARG34= 5002.000 04 100000.00
4.522 9.43 53.43 .00 .00 53.77
14500.0 .0 14500.0 .0 .0 3094.4 .0 3.000 44.00 700.00
61.9 100000.00
1 28 .00 4.69 .00 .000 .120 .000 .000
0 0 .00 500.00 1200.00
.012927 23• 23• 23' 2
*SECNO 4.550
3470 ENCROACHMENT STATIONS= .0 699.0 TYPE= 1 TARGET= 698.999
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA-35 4.550 9.25 55.05 .00 .00 276.1 .30 0 36954 6305 100000.00
14500.0 110.5 14389.5 .0 22.6 3276.1
.29 4.88 4.39 .00 .050 .120 .000 ..00 45.80 141.
� p 0 .00 552.39 694.221 1
.011435 130. 130. 130. 3
*SECNO 4.640
I
3265 DIVIDED FLOW
i
t 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.49
! i
3470 ENCROACHMENT STATIONS= .0 643.0 TYPE= 1 TARGET= 642.999 €
LAKE VAL SERENO ASSUMMED INEFFECTIVE FLOW AREA i
a .01 52.00
4.640 11.81 58.51 .00 .00 58.76 .25 3.40
14500.0 3389.6 11110.4 .0 634.6 3175.3 .0 406.9 69.5 100000.00
32 5.34 3.50 .00 053 1200 OOQ .000 00 591.65 643.00
.005166 460. 460. 460.
T1 NOVEMBER 1996, ESCONDIDO CREEK CAMINO DEL NORTE
T2 CROSS SECTIONS FACING UPSTREAM
T3 7500 CFS
J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ
® 7 0.0023 40
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
15 1
i
A-17
R
i
SECNo DEPTH CUSEL CRIBS USELK EG HV
HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOE 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 TOPUID ENDST
*PROF 3
CCHV= .100 CEHV= .300
*SECNo 3.840 00 .00 32.70
3.840 6.05 38.25 .00 40.00 38.41 •16 p 36.70
7500.0 86.4 4120.2 3293.4 29.9 1498.9 9 0
.00 2.89 2.75 3.63 .045 •070 044 000 620 .94 1747.17
.002298 500. 500. 500. 0
*SECNo 3.930
3.930 5.42 39.42 .00 .00 39.58 .16 1.17 .. 34.00
6.8
7500.0 1679.5 4687.3 1133.2 438.3 1618.7 312.4 27.3 8 35.40
.04 3.83 2.90 3.63 045 .070. 0450 .000 00 581.67 846.47
i
.002433 500. 495. 495.
r� *SECNo 4.060
E 3265 DIVIDED FLOW
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .63
1 4.060 7.00 41.80 .00 .00 42.03 .23 2.43 .02 37.90
7500.0 1590.2 4963.2 946.6 284.4 1995.5 164.9 64.1 16.1 37.50
4 .09 5.59 2.49 045 120 0.045 0
675. 00 629.60 1143.38
.006135 643. 669. 675.
*SECNo 5050 11.15 44.05 .00 .00 44.12 .07 2.07 .02 40.90
s 7500.0 369.2 6999.0 131.8 144.0 3334.6 37.1 96.3 23.6 38.50
16 2.56 2,10 3.55 .045 .120 .045 .000 32.90 208.42
f_ .003298 500. 470. 430. 2
p 0 .00 757.97 966.39
i *SECNo 4.250
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.53
4.250 9.39 45.19 .00 .00 45.25 .06 1.13 .00 40.80
7500.0 1327.9 5364.9 807.2 585.5 3521.5 233.8 145.9 34.0 39.90
24 2.27 1.52 3.45 .045 .120 .045 .000 35.80 201.78
p p 00 884.48 1086.27
_001404 550. 550. 550. 3
1
CRIBS WSELK EG HV HL OLOSS L-BANK ELEV
SECNO DEPTH CWSEL
_ ALOE ACH AR08 VOL TWA R-BANK ELEV
Q QL08 QCH QR08
XNR WIN ELMIN SSTA
TIME VLOB VCH VROB XNL XNCH
SLOPE XLOBL XLCH XLOBR ITRIAL IDC IcoFT,_ CORAR TOPWID ENDST
I
*SECNo 4.350 l
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .56
4.350 10.76 46.26 .00 .00 46.38 .12 1.11 . 42.20
.4
7500.0 1086.9 6252.9 160.3 309.3 2468.7 40.2 185.8 42.4 41.10 I
.000 35.50 216.75
29 3.51 2.53 3.98 .045 120 0450. 00 620.84 837.59
_004401 485. 485. 485. 2 {
i *SECNo 4.410 Op k7.4i ';? 1.03 00 46.41
I 4.410 10.50 47.30 .00
7500.0 2153.1 3261.7 2085.2 687.9 1885.5 646.6 208.6 48-1 42.70
A-18 E
3.22 .045 .120 .045 .000 36.41 128.46
.32 3.13 1.73 898.41
� 0 p .00 1026.87
.002329 330. 330. 330. 2
i
*SECNO 4.480
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .43
3470 ENCROACHMENT STATIONS= 375.0 1100.0 TYPE= 1 TARGET= 1755.000 01 48.90
+ . 4.480 6.24 48.94 •00 00 0 2398.4 449.09 .0 232.2 54.8 100000.00
7500.10 .0 7500.0 -0 .000 42.70 392.86
} _36 .04 3.13 .00 .045 .120 000 .00 707.14 1100.00
4 .012631 365. 365. 365. 2
I
*SECNo 4.504
E
3470 ENCROACHMENT STATIONS= 700,0 1200.OpO TYPE=51 35 1 TARG29= 2523.000 04 100000.00
4.504 9.07 51.07 .00
75010.0 .0 7436.4 63.6 .0 1718.6 31.4 239.3 56-9 50.50.00 700�00
_..I 37 .00 4.33 2.03 002 120 .045 0 .00 500.00 1200.00
i .017678 150. 150. 150.
3
�i *SECNo 4.507
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 6.80
4.507 9.11 51.11 01 .4 177437 .4 24003 57.1 42.00
7500.0 .1 7499.8 1
000 42.00 815.01
37 25 4.23 25 .015 .030 .015 .
23 2 p p .00 195.08 1010.09
-000383 23. 23-
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDG ICONT CORAR 70PWID ENDST
a *SECNO 4.508
t
- 3370 NORMAL BRIDGE, NRD= 9 MIN ELTRD= 51.44 MAX ELLC= 50.00
DOWNSTREAM FACE OF EL CAMINO REAL BRIDGE o4 42.00
4.508 9.02 51.02 •00 .00 3 148840 33 24.03 57 1 42.00
7500.0 1 7499.8 .1
•37 .32 5.04 .32 .015 020 010 -270.000
99 195.08 1010.09
.000771 1. 1. 1• 2
i
*SECNO 4.517
3370 NORMAL BRIDGE, NRD= 9 MIN ELTRD= 51.44 MAX ELLC= 50.00
UPSTREAM FACE OF EL CAMINO REAL BRIDGE
4-517 -9-06 51.06 .00 .00 51.45 .39 .03 .. 42.00
7.3
7500.0 .1 7499.8 .1 .3 1488.0 .3 241.7 53 42.0
37 .32 5.04 .32 .015 .020 .61� .000 42.00 815.01 1
.000771 42. 42. 422. 0
p 0 -2275.71 195.08 1010.09
i *SECNo 4.518
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.16 i !
4.518 9.19 51.19 00
00 51.46 .27 _00 _01 42.00
7500.0 .1 7499.9 .1 .4 1791.4 .4 241.8 57.3 42.00
.37 16 4.19 .16 .012 0.020 .015 .000 42.00 815.01 j
000165 1. 1. 1. 0 .00 195.08 1010.09
CCHV= -100 CEHV= -3130
A-19
# 522
SECNO 4. -
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - 11
i 1 TARGET= 500-000
i 700.0 1200.0 TYPE= 22 01 .01 100000.00
3470 ENCROACHMENT STATIONS= 00 00 51.48 57.5 100000.00
4.522 7.27 51.27 0 .0 2013.0 .0 242.8
7500.0 .0 7500.0 000 .120 .000 .000 44.00 700.00
E 37 .00 3.73 .00 0 p .00 500-00 1200.00
i 23. 23. 23- 2
E .014336 HL OLOSS L-BANK ELEV
CRIWS WSELK EG HV VOL TWA R-BANK ELEV
- SECNO DEPTH CWSEL QROB ALOB ACH ELMIN SSTA
XNL
Q QLOB QCH XNCH XNR AROB WON
TIME VLOB VCH VROB ICONT CORAR TOPWID ENDST
SLOPE XLOBL XLCH XLOBR IT
RIAL IDC
-SECNO 4.550 1 TARGET= 698.999
,p 699.0 TYPE=
�
3470 ENCROACHMENT STATIONS= 00 51.00
LAKE VAL SERENO ASSUMMED INEEFFFECTIVE FL 53.OW AREA 19
18 1.70 7.20 53.00 253. .0 249.0 59.0 100000.00
4.550 4 74
.0 5.5 7 0.0 .000 45.80 147.47
7500.0 17' 3.44 .00 .050 .120 . .00 543.16 690.63
.38 3.13 3 0 0
.012033 130. 130. 130.
-SECNO 4.640
3265 DIVIDED FLOW
k'
KRATIO = 1. 8
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE,
0 643.0 TYPE=
1 TARGET= 642.999
3470 ENCROACHMENT STATIONS= OF OW 14 3.33 .00 52.00
LAKE VAL SERENO ASSUMMED INEOFECTIVE FLOW AREA
4.640 9.68 56.38 0 260.6 2328.2 .0 274.2 64.7 100000.00
7500.0 1073.5 6426.5 00 .050 -120 .000 .000 46.70 59.22
0 0 .00 521.90 643.00
(
.004829 460. 460. 460.
4 THIS RUN EXECUTED 27DEC96 10=58:38
xxxxxxxxxxxxxxxx***xxxxxxxxxxxxx*xxxx
NEC-2 WATER SURFACE PROFILES
Version 4_6-2; May 1991
,rxxx,rxxxxxxxxxx*x*xxxxxx*x*xxxxxx*xx
I
SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
NOTE- ASTERISK (*) AT LEFT OF CROSS-
NOVEMBER, 1996, 21000 C
SUMMARY PRINTOUT TABLE 150
r
10*KS VCH AREA .01K
SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG
.00 41.65 23.04 3.91 4840.39 4375.17
20 21000-00 41.32
3.840 .00 .00 .00 32. .00 40.32 23.17 3.47 3765-86 3012.03 1564.50
00 .00 .00 32.20 14500.00 40.07 .00 38.41 22.98 2.75 2435.02
3.840 25.00 _00 32.20 7500.00 38.
3.840 _00 4.42 4207.83 3938.26
.00 42.94 26.43
3.930 495.00 .00 .00 34.00 21000.00 42.53 00 41.55 26.13 3.76 3452.63 2836.46
3.930 495.00 .00 .00 34.00 14500.00 41.26 .00 39.58 24:33 2.90 2369.45 1520.47
3.930 495.00 .00 .00 34.00 7500.00 39.42
DO 45.62 59.22 3.60 4526.93 2728.98
4.060 669.00 .00 .00 34.80 21000.00 45.06 00 44.09 59.10 3-13 3639.38 1886.17
00 .00 34.80 14500.00 43-� 00 42.03 61.35 2.49 2444-82 957.55
4.060 669.00 .00 .00 34-BO 7500.00 41.80
x
4.W 669.00
A-20
_ i
z 4.150 470.00 .00 .00 32.90 21000.00 47.62 .00 47.79 35.62 3.11 6419.79 3518.54
4.150 470.00 .00 .00 32.90 17500.00 44.05 .00 44.12 32.98 2.0 3515.77 1306.07
4.150 470.00
* 4.250 550.00 .00 .00 35.80 21000.00 48.85 .00 49.01 15.00 2.17 7717.68 5421.44.
4.250 550.00 .00 .00 35.80 14500.00 47.31 .00 47.43 14.65 1.91 6251.80 3787.79
* .00 45.25 14.04 1.52 4340.74 2001.90
_ * 4.250 550.00 .00 .00 35.80 7500.00 45.19
* 4.350 485.00 .00 .00 35.50 21000.00 49.92 .00 50.18 42.30 3.50 5382.34 3228.74
4.350 485.00 .00 .00 35.50 14500.00 48.39 .00 48.59 43.53 3.14 4231.99 2197.66
* 4.350 485.00 .00 .00 35.50 7500.00 46.26 .00 46.38 44.01 2.53 2818.30 1130.49
j ? 00 36.80 21000.00 50.79 .00 51.01 16.29 2.06 6568.33 5203.79
* 4.410 330.00 00
* 4.410 330.00 .00 .00 36.80 14500.00 49.31 .00 49.48 18.24 1.92 5103.72 3395.37
.00 36.80 7500.00 47.30 .00 47.41 23.29 1.73 3220.02 1553.93
4.410 330.00 .00
j * 4.480 365.00 .00 .00 42.70 21000.00 51.97 -00 52.30 117.47 4-60 4561.14 1937-53
* 4.480 365.00 .00 .00 42.70 14500.00 50.64 -00 50.89 121.76 4.02 3607.98 1314.08
* 4.480 365.00 .00 .00 42.70 7500.00 48.94 .00 49.09 126.31 3.13 2398.44 667.32
4.504 150.00 .00 .00 42.00 21000.00 53.91 .00 54.64 191.98 5.29 3168.69 1515.62
r 52.71 .00 53.21 188.51
4.504 150.00 .00 .00 42.0 5.53 2570.35 1056.10
0 14500.00
P 4.504 150.00 .00 .00 42.00 7500.00 51.07 .00 51.35 176.78 4.33 1749.97 564.09
-I * 4.507 23.00 .00 .00 42.00 21000.00 53.66 .00 54.85 12.18 8.89 2489.12 6017.89
3 * .00 42.00 14500.00 52.58 .00 53.34 8.61 7.01 2093.67 4940.77
4.507 23.00 .00
* 4.507 23.00 .00 .00 42.00 7500.00 51.11 .00 51.38 3.83 4.23 1775.57 3833.77
R
* 4.508 1.00 51.44 50.00 42.00 21000.00 53.06 .00 55.11 55.70 11.59 1859.96 2813-78
-s * 4.508 1.00 51.44 50.00 42.00 14500.00 52.23 .00 51.42 37.710 5.04 1488.60 2700.50
4.508 1.00 51.44 50.00 42.00 7500.00 51.02
4.517 42.00 51.44 50.00 42.00 21000.00 53.91 .00 55.36 35.83 9.87 2212.14 3508.14
4.517 42.00 51.44 50.00 42.00 14500. 75 1672.97 2461.68
00 52.48 .00 53.66 34.70 8.
.00 51.45 7.71 5.04 1488.60 2700.50
4.517 42.00 51.44 50.00 42.00 7500.00 51.06
* 4.518 1.00 .00 .00 42.00 21000.00 54.42 .00 55.40 4.21 8.17 2857.97 10239.52
* 4.518 1.00 .00 .00 42.00 14500-00 53.02 .00 53.71 3.32 6.70 2233.74 7963-56
* 4.518 1.00 .00 .00 42.00 500.00 51.19 .00 51.46 1.65 4.19 1792.23 5840.77
7
4 * 4.522 23.00 -00 .00 44.00 21000.00 55.03 .00 55.48 126.56 5.39 3898.96 1866.72
44.00- * 4.522 23.00 .00 :00 44.00 4500-00 17500.00 51.27 .00 51.48 143.36 3.73 202.98 1626.39
* 4.522 23.00 .00
4.550 130.00 .00 .00 45.80 21000.00 56.63 .00 57.02 109.50 4.99 4230.14 2006.82
.00 45.80 4.550 130.00 .00
130.00 .00 .00 45.80 4500.00 17500.00 53.00 .00 53.19 120.33 3.44 2178.22 1683.70
4.55
4.640 460.00 .00 _00 46.70 21000.00 60-04 _00 60.39 52.44 3.95 4731.63 2899.87
* 460.00 00 .00 58.76 51.66 3.50 3809.96 2017.36
4.640 GO 46.70 14500.00 5b.5i
4.640 460.00 .00 .00 46.70 7500.00 56.38 .00 56.52 48.29 2.76 2588.81 079.23
SUMMARY PRINTOUT TABLE 150 t
- k
SECNO Q CWSEL DIFWSP DIFUSX DIF"S TOPWID XLCN
x
3.840 21000.00 41.32 .00 -00 1.32 868.54 .00
3.840 14500.00 40.07 -1.26 .00 .07 841.75 .00
3.840 7500.00 38.25 -1.82 .00 1.75 620.94 .00 t
3.930 21000.00 42.53 .00 1.20 .00 600.60 495.00
3.930 14500.00 41.26 -1.27 1.19 .00 592.87 495.00.
3.930 7500.00 39.42 -1.84 1.17 .00 581.67 495.00
* 4.060 21000.00 45.06 .00 2.53 .00 648.62 669.00
* 4.060 14500.00 43.68 -1.38 2.42 .00 641.10 669.00
* 4.060 7500.00 41.80 -1.88 2.39 .00 629.60 669.00
4-150 21000.00 47.62 .00 2.56 .00 870.43 470.00
4.150 14500.00 46.11 -1.51 2.43 .00 822.89 470.00
4.150 7500.00 44.05 -2.06 2.24 .00 757.97 470.00
A-21
* 4.250 21000.00 48.85 .00 1-23 .00 988.20 550.00
* 4.250 14500.00 47.31 -1.53 1.21 .00 925.87 550.00
4.250 7500-00 45.19 -2.12 1.14 .00 884.48 550.00
* 4.350 21000.00 49.92 .00 1.07 .00 828.56 485.00
* 4.350 14500.00 48.39 -1.53 1.08 .00 707.04 485.00
* 4.350 7500.00 46.26 -2.13 1.07 .00 620.84 485.00
I
i
t * 4.410 21000.00 50.79 .00
.87 .00 1004.21 330.00
. * 4.410 14500.00 49.31 -1.47 .92 .00 973.28 330.00
`. 4.410 7500.00 47.30 -2.01 1.04 .00 898.41 330.00
* 4.480 21000.00 51.97 .00 1.18 .00 718.52 365.00
* 4.480 14500.00 50.64 -1.33 1.33 .00 713.53 365.00
* 4.480 7500.00 48.94 -1.71 1.63 .00 707.14 365.00
-; 4.504 21000.00 53.91 .00 1.93 .00 500.00 150.00
4.504 14500.00 52.71 -1.20 2.07 .00 500.00 150.00
4.504 7500.00 51.07 -1.65 2.13 .00 500.00 150.00
* 4.507 21000.00 53.66 .00 -.25 .00 437.32 23.00
* 4.507 14500.00 52.58 -1.08 -.13 .00 290-14 23.00
* 4.507 7500.00 51.11 -1.48 .04 .00 195.08 23.00
* 4.508 21000.00 53.06 .00 =.60 .00 359.27 1.00
* 4.508 14500.00 52.23 -.83 -.35 .00 237.40 1.00
I 4.508 7500.00 51.02 -1.21 -.08 .00 195.08 1.00
4.517 21000.00 53-91 .00 -85 .00 274.28 42.00.00 469-T7 42,00
4.517 14500.00 52.48 -1.44 •03.00 195.08 42.00
4.517 7500.00 51.06 -1.42
* 4.518 21000.00 54.42 .00 .50 .00 545.26 1.00
* 4-518 14500.00 53.02 -1.40 .54 .00 353.29 1.00
* 4.518 7500.00 51.19 -1.83 .13 .00 195.08 1.00
t
* 4.522 21000-00 55.03 .00 .61 .00 500.00 23.00
* 4.522 14500.00 53.43 -1.61 .41 .00 500.00 23.00
* 4.522 7500.00 51.27 -2.16 .07 .00 500.00 23.00
4.550 21000.00 56.63 .00 1.60 .00 644-86 130.00
4.550 14500.00 55.05 -1.58 1.62 .00 552.39 130-00
4.550 7500.00 53.00 -2.05 1.74 .00 543.16 130.00
* 4.640 21000.00 60.04 .00 3.40 .00 643.00 460.00
* 4.640 14500.00 58.51 -1.53 3.46 .00 591.65 460.00
* 38 -2.12 3.38 .00 521.90 460.00
4.640 7500.00 56. j
I
k SUMMARY OF ERRORS AND SPECIAL NOTES
I
{ i
j, WARNING SECNO= 4.060 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
1 WARNING SECNO= 4.060 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
I
WARNING SECNO= 4.060 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.250 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.250 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE„AQCEPTABLE RANGE
l WARNING SECNO= 4-250 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE E
WARNING SECNO= 4-350 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.350 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE e
WARNING SECNO= 4.350 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.410 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4-410 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.480 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.480 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.480 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.507 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.507 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
S
A-22
DARNING SECNO= 4.507 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.508 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.508 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.518 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.518 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.518 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.522 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
.L WARNING SECNO= 4.522 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
'r WARNING SECNO= 4.522 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
'�E WARNING SECNO= 4.640 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.640 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 4.640 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
�F
t,
f
S
I
5
1 �
7
i
i`
I
A-23
APPENDIX A. INPUT/OUTPUT LISTINGS OF HEC-2 RUNS
* U.S. ARMY CORPS OF ENGINEERS.
HEC-2 WATER SURFACE PROFILES
* HYDROLOGIC ENGINEERING CENTER
*
� * 609 SECOND STREET, SUITE D
Version 4.6.2; May 1991
* DAVIS, CALIFORNIA 95616-4687
*
! * (916) 756-1104
RUN DATE 11JUN96 TIME 21:04:14
X X XXXXXXX XXXXX XXXXX
X X X X X X X
X X X X X
XXXXXXX XXXX X XXXXX XXXXX
X X X. X X
X X X X X X
- - X X XXXXXXX XXXXX XXXXXXX
THIS RUN EXECUTED 11JUN96 21:04:14
HEC-2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
b
T1 JUNE 1996, ESCONDIDO CREEK CAMINO DEL NORTE
T2 CROSS SECTIONS FACING UPSTREAM
73 EXISTING CONDITIONS, 21000 CFS
J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q
WSEL FQ
+' 0.0023 40
3
ALLDC I8W CHNIM ITRACE
J2 NPROF IPLOT PRFVS XSECV XSECH FN
1 -1
38400 21000 14500 3200 21000 2800
QT 5
NC 0.045 0.045 0.070 0.1 0.3
X1 3.84 44 1137 1474 500 500 500
130 65.9 282
X3 '0 26 74.7 52 4 591
i GR 78.2 0 77.9 51.8 550 48.1
499 46 8 784
-- GR 61.8 365 54.2 405 56.4 688 50.4 751 1112
661 49.5 1098 39-3
GR 50.2 602 51.0 1323
GR 47.1 828 39.1 933 39.1 1022 39 1 1581
! GR 39.4 1124 32:6 1456 36.87 1474 34.5 1512 34.7
GR 33-9 1397 32 1791
GR 34.7 1637 32.2 1658 35.1 1671 35.3 1723 57-1 2084
GR 48-9 1849 45.8 1886
44.8 1942 51.3 2019 57_i
GR 62-9 2141 69.8 2197 80.8 2249' 9495 2286
749 500 495 495 0.0
X1 3.93 24 397 0.0 0.0 0.0 0.0 0.0
X3 10.0 0.0 0.0 0.0 223
93 8 72 96.9 142 87-8 181 b4-5 495
GR 104.4 0 477 34.3
GR 38-7 266 37.0 298 34.0 397 34.3 794
598 34.8 676 35.4 749 37_0
GR 34.4 545 36.0 1010
a GR 34.6 819 35.9 831 40.9 853 57.8 928 68.8
GR 73.7 1093 84.0 1135 100.0 1190 114.1 1241
j NC 0.12 669
-' X1 4-M
30 604 1089 643 6.75
X3 10.0