HomeMy WebLinkAbout3821; Calavera Lake Creek & Agua Hedionda Creek; Hydrological Study Calavera Lake & Aqua Hedionda; 1989-07-01H YDROL.OG I OAL STUDY
FOR NORTHEASTERN CARLSBAD
BASINS OF CALAVERA LAKE CREEK
AND AQUA HEDIONDA CREEK
prepared by
Howard H. Chang
Ph.D., P.E.
July 1989
TABLE OF CONTENTS
page
I. INTRODUCTION 1
II. DRAINAGE BASIN CHARACTERISTICS 2
III. STORAGE ROUTING THROUGH CALAVERA LAKE 5
IV. RESULTS OF HYDROLOGY STUDY 7
V. FLOOD PLAIN STUDY FOR MOBILE HOME PARK 10
VI. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENT 11
REFERENCES 12
FIGURES
APPENDIX A: INPUT/OUTPUT LISTINGS OF HYDROLOGY STUDY (HEC-1)
APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-2 STUDY FOR MOBILE HOME PARK
ATTACHMENTS
Drainage Map of Calavera Lake Creek and Aqua Hedionda Creek
Flood Plain Map at Mobile Hone Park
HYDROLOGICAL STUDY FOR NORTHEASTERN CARLSBADm
BASINS OF CALAVERA LAKE CREEK
" AND AQUA HEDIONDA CREEK
m I. INTRODUCTION
m This hydrology study was made for the northeastern quadrant of the City of
«, Carlsbad, covering Zones 7, 14, and 15. The area is drained by two major
m streams: Aqua Hedionda Creek and Calavera Lake Creek, as shown in the attached
maps. The purpose of the study is to obtain the 100-year flood discharges of
streams within the designated zones. Reconmendations will also be made to solve*•
the inadequate drainage situation of Calavera Lake Creek through the Rancho
Carlsbad Mobile Home Park. A unified approach in hydrology is applied to all
streams in these zones. The hydrology study considers the ultimate development
""" under the established development constraints, so that the results are also valid
"•* in the long term.
M, This study is guided by the Hydrology Manual of the County of San Diego,
updated in 1985. As specified in the manual, the SCS method for hydrology shall
be applied to drainage basins that are larger than 0.5 square mile. The HEC-1
computer model developed by the U. S. Army Corps of Engineers, which employs the•<«SCS method, is the principle tool for this study. The drainage basins as
JW selected in this study are also parts of larger basins which extend outside the
""" city limit. For each case, the entire drainage basin is included in the
m computation, as shown in the drainage basin map.
•mi
• The Hydrology Manual also specifies the use of the rational method for
^ drainage basins that are less than 0.5 square mile in area. The rational method
is a simpler method which provides the design discharge of specific drain
facilities. This study does not cover the rational method since such facilities
are selected with future development.
An impotent objective of the present study is to develop an adequate means
of drainage for the mobile home park. The existing shallow channel through the
park is silted and inadequate to convey the 100-year flood. A suitable
configuration of the channel, subject to given physical constraints, shall be
determined. Reduction of the flood discharge, if necessary, using flood water
detention basins or operation method of Calavera Lake are among the alternatives
to be investigated.
The flood level and flood plain boundary of Aqua Hedionda Creek through the
Rancho Carlsbad Mobile Home Park is computed using the HEC-2 program for the
discharges determined in this hydrology study. However, channel improvement,
if needed, is not investigated in this study.
II. DRAINAGE BASIN CHARACTERISTICS
Drainage basins are delineated for the northeastern area of the City within
Zones 7, 14, and 15. Points of concentration along the principal drainage
courses are also delineated on the drainage map.
For the purpose of hydrological computation, certain basin characteristics
are required. Such characteristics include basin area, precipitation zone number
(PZN), antecedent moisture condition, precipitation, SCS curve number (CN), lag
time, etc. Methods for obtaining such characteristics are described below
separately.
Basin Area - The area of a drainage basin is measured directly from the
drainage basin map. Work maps used for this purpose have scales equal to or
greater than 1" = 400'.
Precipitation Zone Number (PZN) - This value for a basin is obtained from
Fig. I-A-3 of the County Hydrology Manual. The coastal line has the PZN value
of 1 and the PZN of 1.5 line cuts through the eastern edge of the study area.
Basins in the study area have PZN values ranging from 1.2 to 1.6.
Antecedent Moisture Condition (AMC) - The AMC for the 100-year flood is
computed based on the PZN value of the basin according to the following relation
/PZN - 1.0AM: = 2.0 + (3.o - 2.o)( ---------
\2.0 -1.0
Runoff Curve Number (CN) - In the SCS method for runoff estimation, the CN
value is used. Table I-A-1 of the Hydrology Manual lists the CN values related
to land use, land treatment or practice, hydrologic condition, and soil type.
The CN values for the AMC of 2 are listed in the manual. Adjustment to other
AMCs is based on the information shown in Table I-A-5 of the manual.
Precipitation - The 100-year 6-hour storm and 24-hour storm are used in
this study. The precipitation in inches for each case is obtained from the
precipitation map in the Hydrology Manual. The values so obtained are listed
in Tables 1 and 2. precipitation is distributed in accordance with the Type B
distribution curve. When both storms are applied in the study, the 6-hour storm
normally produces higher runoff discharges in small basins, while the 24-hour
storm generates higher discharges for large basins. The larger of the two
discharges so obtained is adopted.
Lag Time - The lag time relationship is based on criteria developed by the
U. S. Army Crops of Engineers adopted in the Hydrology Manual. Lag is defined
as the time in hours from the center of mass of the excess rainfall to the peak
discharge, it is an empirical expression of the physical characteristics of a
drainage area in terms of time, and is estimated as:
Lag (hours) = 24 n
'L * Lc\ m
where n = Basin factor, representing a measure of overall basin roughness;
m = 0.38, a constant;
L = Length of the longest water course in miles;
Lc = Length along longest course in miles, measured upstream to the
point opposite the center of area;
S = Overall slope, in feet per mile, of the longest water course.
Table 1. Sunmary of Drainage Basin Characteristics
for Calavera Lake Creek Basin
Basin
Al
A2
A3
A4
A5
A6
A7
A8
A9
A10
All
A12
LI
L2
L3
Total
Area
sq. mi.
0.74
0.21
0.48
0.68
0.20
0.50
0.20
0.29
0.31
0.36
0.23
0.34
0.49
0.48
0.39
area =5.90
Table
PZN
1.5
1.4
1.35
1.4
1.3
1.3
1.25
1.3
1.25
1.2
1.25
1.2
1.3
1.3
1.25
square
ATC
2.5
2.4
2.35
2.4
2.3
2.3
2.25
2.3
2.25
2.2
2.25
2.2
2.3
2.3
2.25
miles
100-Yr.
6-hr
2.9
2.9
2.85
2.9
2.8
2.8
2.8
2.8
2.75
2.7
2.75
2.7
2.8
2.8
2.75
Rainfall, in.
24-hr.
5.1
5.1
5.0
5.1
4.9
4.9
4.9
4.9
4.75
4.5
4.75
4.5
4.9
4.9
4.75
CN
90
90
89
90
87
87
88
88
90
87
86
87
86
86
86
Lag Time
hours
0.45
0.23
0.25
0.49
0.19
0.25
0.21
0.26
0.18
0.19
0.21
0.23
0.35
0.27
0.30
2. Summary of Drainage Basin Characteristics
for Aqua
Basin
UA
UB
UC
UD
UE
UF
UG
H
Area
sq. mi.
6.50
3.00
1.65
0.42
0.24
1.11
1.15
0.28
PZN
1.6
1.6
1.4
1.35
1.35
1.4
1.35
1.3
Ate
2.6
2.6
2.4
2.35
2.35
2.4
2.35
2.3
Hedionda Creek Basin
100-Yr. Rainfall, in.
6-hr
3.2
3.15
3.0
2.85
2.85
2.95
2.85
2.8
24-hr.
5.5
5.4
5.25
5.0
5.0
5.2
5.0
4.9
CN
91
91
89
89
88
89
89
88
Lag Time
hours
1.02
0.76
0.60
0.22
0.17
0.46
0.41
0.26
G
F
E
D
C
B
A13
A14
A
0.51
0.96
0.58
0.34
0.30
0.25
0.17
0.43
0.28
1.3
1.3
1.25
1.25
1.25
1.2
1.2
1.2
1.2
2.3
2.3
2.25
2.25
2.25
2.2
2.2
2.2
2.2
2.8
2.8
2.75
2.75
2.75
2.7
2.7
2.7
2.7
4.9
4.9
4.75
4.75
4.75
4.5
4.5
4.5
4.5
87
91
86
86
90
87
87
87
86
0.38
0.17
0.23
0.16
0.12
0.24
0.24
0.18
0.10
Total area of two stream basins = 24.09 square miles
III. STORAGE ROUTING THROUGH CALAVERA LAKE
Calavera Lake is an important factor to stream discharge since the lake
contributes to the attenuation of the peak discharge due to the storage of flood
water provided by its volume. As-built plans of the dam and spillway are given
in Fig. 1, provided by the Carlsbad Municipal Water District. The spillway
consists of a broad-crested weir with a length of 150 feet and a crest elevation
of 216.5 feet. A 7'-diameter standing pipe is located in the lake near the dam.
Information concerning drainage devices on the standing pipe was obtained
from Mr. Bryan Troupe of the Water District (Telephone number 438-2722). Only
manual devices existed before; but about five years ago, permanent drain was
installed to comply with the regulations of the California Department of Dam
Safety. The permanent drain device consists of a 12-inch pipe, which is a 90
degree elbow pointing downward as shown in the figure. The drain opening is at
the elevation of 208.92, or 7.58 feet below the spillway crest. The downward
inlet of the drain pipe is intended to avoid blockage by floating debris. Iron
bars are installed at the pipe entrance to prevent large objects from entering
the pipe. The elbow pipe also has many l"-diameter holes around the surface as
additional drain inlets. The permanent drain maintains the lake at a level no
higher than 208.92 feet during the normal period. According to Mr. Troupe, the
lake level is usually lowered a couple of feet below the elevation of 208.92
before a storm. This lowering of lake level is through a manually-controlled
drainage pipe. They have not yet observed blockage of the permanent drainage
pipe since its installation. Access to the standing pipe is provided by a boat.
Because of the permanent drain pipe, the normal lake level should be no
higher than 208.92 feet, in the hydrology study, the initial lake level for the
100-year storm is assumed to be at the drain level.
Storage routing of flood flow through the reservoir is based on the
continuity equation for water, ie.
Inflow - Outflow = Rate of lake storage
This option is included in the HEC-1 program as the modified Puls routing method.
CXatflow from the lake is controlled at the spillway, for which the discharge
is computed using the equation
Q = C L H3/2
where H is the head of water above the spillway crest, L is the weir length, and
C is the weir coefficient which is estimated to be 2.63 for the broad-crested
weir. In the storage routing, the elevation-surface area relation for the lake
is also employed. The tabulation for elevation-surface area of the lake is given
below.
Elevation Surface Area
feet
208
210
212
214
216
217
218
219
220
221
acres
21
24
27
30
33
35
38
39.5
41
43
Results of the routing simulation for the 100-year 24-hour storm is shown
in Fig. 2. It shows the inflow hydrograph and the routed outflow hydrograph.
The peak discharge for the former is 1,803 cfs and that for the latter is 1,171
cfs. The attenuation of peak discharge is therefore 35% for the 24-hour storm.
This attenuation is 80% for the 6 hr. storm.
There are other routing studies of the lake. A comparison of routing study
results are listed below. However, it should be noted that earlier routing
studies were made before the installation of the permanent drain pipe. A more
conservative assumption concerning the initial lake level should be employed;
the full lake level was assumed in the earlier studies.
Name of Study Discharge of Inflow Discharge of Outflow
cfs cfs
Shuirman-Simpson, 1973 2,134 1,893
County of San Diego
1976 2,300 900
This Study
per 6-hr storm 2,347 477
per 24-hr storm 1,803 1,171
The discrepancy in results may also be attributed to the type of storm used,
Such information for other studies could not be obtained to make a comparison.
IV. RESULTS OF HYDROLOGY STUDY
Results of the hydrology study are surrmarized in Table 3. Other detailed
output information can be found from the computer listings of HEC-1 in Appendix
A. For the 6-hr, and 24-hr, storms, only the higher of two discharges is listed.
It can be seen that the 6-hr, storm produces higher discharges in smaller basins
while the 24-hr, storm generates higher values for larger basins. This procedure
was not followed by all previous studies.
Table 3. Summary of peak Discharges for the 100-Year Flood
Pt. of Con Drainage Area 6-hr Storm 24-hr storm
-cent rat ion Location in square miles in cfs in cfs
1 Calavera Lake Creek at
exit of Basins Al and A2 0.95 674
2 Calavera Lake Creek at
Exit of Basins A3 and A4 2.11 1,445
3 Calavera Lake Creek at
Exit of Basins A5 and A6 2.81 1,850
4 Calavera Lake Creek at eas-
tern end of Calavera Lake 3.30 2,155
5 Calavera Lake Creek just
upstream of Calavera Dam 3.61 2,347 1,803
5 Calavera Lake Creek just
downstream of Calavera Dam 3.61 1,171
6 Calavera Lake Creek at
exit of Basins A10 and All 4.20 1,236
7 Calavera Lake Creek at
Exit of Basins LI and L2 0.97 614
8 East Branch of Calavera Lake
Creek just before entrance
of mobile home park 1.36 811
8 Calavera Lake Creek just
before entrance of mobile
home park 4.54 1,353
8 Calavera Lake Creek at
entrance of mobile home
park, combined flow from
north and east 5.90 1,739
10 Aqua Hedionda Creek just
downstream of confluence
with Buena Creek at
Green Oak Ranch 9.50 5,299
11 Aqua Hedionda Creek at
exit of Basins UE, UF and
UG near City limit 12.0 5,962
13 Aqua Hedionda Creek at exit
of Basins UC and UD 2.07 1,231
14 Aqua Hedionda Creek at
exit of Basin H 2.42 1,383
12 Aqua Hedionda Creek just
downstream of confluence
with unnamed tributary 15.89 7,597
15 Aqua Hedionda Creek at
300' upstream from Rancho
Carlsbad 16.47 7,809
17 Aqua Hedionda Creek at
130' upstream from Rancho
Carlsbad 17.05 7,997
18 Aqua Hedionda Creek just
upstream of confluence
with Calavera Lake Creek 17.30 8,080
18 Aqua Hedionda Creek just
downstream of confluence
with Calavera Lake Creek 23.80 9,848
19 Aqua Hedionda Creek just
downstream of El Camino
Real Bridge 24.09 9,910
The discharges obtained in this study are compared with those given in
previous studies. The comparison is listed in Table 4. It is important to
remember, again, that discharges obtained in this study are affected by the
drain modification in Lake Calavera around 1985, and this condition did not exist
when earlier studies were made, in the Rick study of 1983, the storage effect
of Calavera Dam was not considered since the flood flow was not routed through
the lake.
Table 4. Comparison of Peak Discharges for 100-Year Flood
Point Area This Study Rick County Corps Vista
Cone. Location sq. mi. 1989 1983 1976 1973 1979
5 Calavera Lake Creek just
upstream of Calavera Dam 3.61 2,347 2,300
5 Calavera Lake Creek just
downstream of Calavera Dam 3.61 1,171 900
8 Calavera Lake Creek at
entrance of mobile home
park, combined flow from
north and east 5.90 1,739 3,512 1,400
10 Aqua Hedionda Creek just
downstream of confluence
with Buena Creek at
Green Oak Ranch 9.50 5,299 5,621 7,000 6,900 5,035
11 Aqua Hedionda Creek
near Carlsbad City limit 12.00 5,962 7,200
12 Aqua Hedionda Creek just
downstream of confluence
with unnamed tributary 15.58 7,462 7,700 7,900
18 Aqua Hedionda Creek just
upstream of confluence
with Calavera Lake Creek 17.30 8,080 9,965 7,900
18 Aqua Hedionda Creek just
downstream of confluence
with Calavera Lake Creek 23.80 9,848 13,472 10,000 10,300
V. FLOOD PLAIN STUDY FOR MOBILE HOME PARK
The scope of the flood plain study covers Aqua Hedionda Creek from the
bridge at El Camino Real to the eastern boundary of Rancho Carlsbad Mobile Home
Park (Rancho Carlsbad Drive). The purpose of the study is to determine the flood
level and flood plain boundary of Aqua Hedionda Creek for the discharges obtained
in this study. Cross-sectional profiles for Aqua Hedionda Creek are given in
Figs. 3 to 20.
The Calavera Lake Creek through the mobile home park has been silted in
recent years. A solution for this drainage problem would include redredging of
the creek channel and the par t of Aqua Hed i onda Creek from the Calavera
confluence to El Camino Real Bridge. The extent of dredging in the 300-foot
reach of Aqua Hedionda Creek has been determined to be 2.5 feet from the surveyed
bed level as shown in Fig. 4. The restored Calavera Lake Creek in the mobile
home park is assumed to be a trapezoidal channel with a bottom width of 7 feet
and a side slope of 1.5 to 1. The channel-bed slope is 0.004 for the 2,000-foot
lower reach from the confluence with Aqua Hedionda Creek; the slope is 0.0068
for the upper reach of about 1,250 feet.
10
The flood plain study is on the assumption that channel improvement items
described herein are implemented. The computed water-surface profile Calavera
Lake Creek is shown in Fig. 21.
Flood plain studies for Aqua Hedionda Creek have been made by Rick
Engineering, 1983; it covers the creek from the coastal lagoon through Rancho
Carlsbad Mobile Home Park and Rancho Carlsbad Golf Course. Previous cross
sections are used in this study but they are updated to reflect recent changes.
Since the completion of the Rick Engineering study, the bridge at Rancho Carlsbad
Drive has been modified. The new configuration is used in this study. The
present bridge has triple box culverts. The width of each box is 12 feet and
the height varies from about 12 feet to 10 feet, reflecting the uneven bed
profile.
This study has been made using the HEC-2 computer model developed by the
U. S. Army Crops of Engineers. Ineffective flow areas in the flood plain are
specified using the ET or x3 records. The input and output listings are
submitted with the report (see Appendix B) , together with a map showing the cross
section locations and flood plain boundary (see Attachment). The plotted results
include the cross-section profiles, channel-bed profile, and water-surface
profile.
The Rancho Carlsbad Drive Bridge on Aqua Hedionda Creek is insufficient to
pass the 100-year flood, with a portion of the flow overtopping the bridge
roadway. The overtopped flow will spread to the mobile home park downstream to
become perched flow for the flood plain. The boundary affected by the perched
flow is not shown in the map.
IV. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENT
On the basis of the study results, certain recommendations are made in order
to improve the current drainage condition though the mobile home park. The
current shallow channel of Calavera Lake Creek is insufficient to pass the design
flood discharge of 1,740 cfs.
11
1. Restoration of the Calavera Lake Creek through the mobile home park by
dredging. The design discharge of 1,740 cfs may be accommodated by a proper
channel improvement within the physical constraint of 40-foot surface width. An
adequate channel configuration is given in the previous section. The channel
boundary needs to be protected against the peak velocity of about 10 feet per
second. Protection of the channel boundary may be achieved by using such
materials as armorflex or geoweb.
2. Dredging of the short channel reach, about 300 feet long, of Aqua Hedionda
Creek from the Calavera Lake Creek confluence to El Camino Real Bridge by 2.5
feet.
3. Future siltation of the channel may be prevented by sediment detention basins
installed upstream of the mobile home park. Two such facilities are recommended,
with one on the north channel branch and one on the east branch.
4. The Rancho Carlsbad Bridge on Aqua Hedionda Creek is insufficient to pass
the 100-year flood of about 8,000 cfs, with a portion the flow overtopping the
bridge roadway. The overtopped flow will spread to the downstream to becone
perched flow for the downstream flood plain. This situation may be improvement
by enlargement of the bridge opening or by raising the bridge span.
REFERENCES
1. "Calavera Dam inundation Study, City of Carlsbad", Shuirman-Simpson
Consulting Engineers, September 1973.
2. "Flood Plain information, Aqua Hedionda Creek", Department of the Army, Los
Angeles District, Corps of Engineers, July 1973.
3. "Aqua Hedionda Creek", County of San Diego, 1976.
4. "Drainage Master Plan, City of Vista", L & S Consultants, San Marcos, CA,
1978.
5. "Rancho Carlsbad Drainage and Flood Plain Study", Rick Engineering Company,
June, 1983.
6. "Hydrology Manual", County of San Diego, January 1985.
12
lllllllllililililllllllilllilll I t I I I
Fig. 1. Calavera Dam and
Spillway (on second sheet)
EL 223
SECTION B-B
O 19 7O 3O *O SO
10
. ?23
; 2/650
•far for Poof dridqc
^ ^ i ,__^, _
p!r^a<'^^^^nrT-T-rir.jL^^sff^tff^^^^r^o
ELEVATIONOVTLZT PIPE
I I i i i i i i i ..< i i t i i
SPILLWAY SILL £L:
•3\6unite
£/. 2/4.5
SECTION*. D-D
\a 10 20
SCALE fH FEET }"rlo'
CALAVEFlA DAM .
5AN DIEGO COUNTY '•
Carlsbad Mutual Wafer Company,,. A.L.Sonderegge^'-,;
O wner. -Sent /74-f Engineer^ \.
STATE OF CALIFORNIA
' DEPARTMENT OF .PUBLIC WORKS
DIVISION OF WATER RESOURCES
APPLICATION NO-047
APPROVED
;; March 26,. 1942 •,vy
I I I I I II i I I I I I I i lI i I I I 1 I I
Calavera _LakeHydrograpnsof j.nf low
tne routing
aad_outflow^for
studyobtained in
Inflow
hydrbgiJapR
Outflow
hydrograjbh
i I I I I I i I I I i I I i i I i i i t I I I i I I I I I i
. 5 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
E-
Cdtd
Lu
;zfo
E—
25-
STATION, PERT
SECTfON ^0, LOOKING UPSTREAM
till i t liliiiiiiiiifititiiiiiiiiiii
. 4 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD
CROSS SECTIONAL PROFILE
E-
o
CO
STATFON, FEET
SECI'iON 21, LOOKING UPSTREAM
LIST OF FIGURES
Fig. 1. Calavera Dam
Fig. 2. Hydrographs of inflow and outflow for Calavera Lake obtained
in the routing study
Fig. 3. Cross-sectional profile of Section 20 for Aqua Hedionda Creek
Fig. 4. Cross-sectional profile of Section 21 for Aqua Hedionda Creek
Fig. 5. Cross-sectional profile of Section 22 for Aqua Hedionda Creek
Fig. 6. Cross-sectional profile of Section 23 for Aqua Hedionda Creek
Fig. 7. Cross-sectional profile of Section 24 for Aqua Hedionda Creek
Fig. 8. Cross-sectional profile of Section 25 for Aqua Hedionda Creek
Fig. 9. Cross-sectional profile of Section 26 for Aqua Hedionda Creek
Fig. 10. Cross-sectional profile of Section 27 for Aqua Hedionda Creek
Fig. 11. Cross-sectional profile of Section 28 for Aqua Hedionda Creek
Fig. 12. Cross-sectional profile of Section 29 for Aqua Hedionda Creek
Fig. 13. Cross-sectional profile of Section 30 for Aqua Hedionda Creek
Fig. 14. Cross-sectional profile of Section 31 for Aqua Hedionda Creek
Fig. 15. Cross-sectional profile of Section 32 for Aqua Hedionda Creek
Fig. 16. Cross-sectional profile of Section 33 for Aqua Hedionda Creek
Fig. 17. Cross-sectional profile of Section 34 for Aqua Hedionda Creek
Fig. 18. Cross-sectional profile of Section 35 for Aqua Hedionda Creek
Fig. 19. Cross-sectional profile of Section 36 for Aqua Hedionda Creek
Fig. 20. Cross-sectional profile of Section 37 for Aqua Hedionda Creek
Fig. 21. Water-surface and bed profiles for Calavera Lake Creek through mobile
home park based on restored channel
Fig. 22. Water-surface and bed profiles for Aqua Hedionda Creek through mobile
home park
t i I i t I i i t i t i I I i I I i t i ft i ilfiJtiiJlJft;
ng. 5 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD
CROSS SECTIONAL PROFILE
E-[J
Cd
t-,
&o
35
200 300
STATION, FEET
SRCTION ZZ, LOOKING UPSTREAM
I I I < t ' i < I ' I I I I i ) I i I i I I I 1 I i I I I i I I t i I i t j
rig. 6 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
55
45
E-
o
35
250 150
STATION, FEET
'="7> f on raw; n
I I I I I 1 I I I I I I I I I j i I I I I I I I i I i I i I til*
7 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
250 350
STATION, FEET
SECTION 24, LOOKING UPSTREAM
t i ft i ft i • i ft I i i i J i i i i i i l i I i i f i i i I J I I I
AQUA HEDIONDA CREEK AT RANCHO CARLSBAD
CROSS SECTIONAL PROFILE
GO
40
-V-
30-
400 500
STATION, FEET
SRCTION 25, LOOKING UPSTREAM
till 11 i I i I i I i i i i I i i i i i i i I i I i I i I i
g. 9 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD
CROSS SECTIONAL PROFILE
BO
Cd
o
40
30-
6'iO
STATION, FEET
SECTION 26 LOOKING UPSTREAM
I i I i • i I I l I i I i I i i I I i i i i I f I i i I i i i
rig. 10 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
E-
C£l
Cd
30-
550 (550
STATION, FEET
SECTION 27, LOOKING UPSTREAM
I I • I I I • I t I I I f I I J I 1 t I I 1 I I I I I i I I 1 i I i i t
. 11 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
60
50-
Ed
40-
30
«00 000
STATION, FEET
SECTION 28 LOOKING UPSTREAM
t i t i I i i f i ) t i * i i t i t i I I i t i I i i
AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
35-
400 GOO
STATION, FEET
SECTION 29, LOOKING UPSTREAM
i i i i i I i i i i f t ; I i i l t I 1 I i t i i I I i I
. 13 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
35-
GOO ftOO
STATtON, FEET
SECTION 30 LOOKING UPSTREAM
1000
I I I I I i I 4 t < I i t t t ) E ! t i I 1 i 1 I i i i I I t I t ' K f I >
. 14 AQUA HEDIONDA CREEK AT RANCHO CARLSBAD
CROSS SECTIONAL PROFILE
E-
C£]
Cd
Du
fr
O
45 -J
f-\
T3-"
GOO flOO
STATION, FEET
SRCT[ON :3I, LOOKING UPSTREAM
(000
iJlJftiiilitlflflt
. 15
35-
AQUA MEUIONUA CREEK AT RANCILO CAKLbUAU
CROSS SECTIONAL PROFILE
700 900 1100
STATION, PEET
SFKTFON 32, LOOKING UPSTREAM
II II I I I I I I I I I I I I I I I I i I I I I I 1 I i I i ft I s i
rig. 16 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
35-
GOO fiOO tOOO
STATION, FEET
Sf'X.TfON 33, LOOKWC UPSTREAM
till I i i i i r i i r i l 3 i i i i I I I I I i I i *
ig. 17
35-
AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
GOO ttOO 1000
STATION, FEET
SECTION 34, LOOKING UPSTREAM
1200
I I t 1 I i I • i i i i i i fiiiiiiiiiiiiiiiiiii
. 18 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
40-
GOO «00 1000
STATION, FEET
SECTION 35, LOQKTNC UPSTREAM
iiftiijlililillt Iljlililllliililil
ig. 19
Cd
a
50
40
AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
GOO 000 1000
STATfON, FEET
S'CCTFON 36, LOOKING UPSTREAM
1200
i j i i i ft i i ( i f i i i i i i i I i I i I i i till
n«. 20 AQUA HEDIONDA CREEK AT RANG HO CARLSBAD
CROSS SECTIONAL PROFILE
40-
UOQ 1000 (ZOO
STATION, FEET
SECTION 37, LOOKING UPSTREAM
1400
iiiiiiiiiiiiftiiiiii I i I i I i i i I I I i i ) I
. 21 CALAVERA LAKE CREEK -- DESIGN CONDITIONS
WATER SURFACE AND CHANNEL-BED PROFILES
CJ
DISTANCE, IN 1000 FEET
LOO-YEAR FLOOD
n - WS
0 = CHANNEL BED
f>
i f i i i l I i i I I I 1 I J I 1 t i i I I I I I i I i t
U-
O
22 AQUA flEDl'ONDA CREEK - EXISTING CONDITIONS
WATER-SURFACE AND CHANNEL-BED PROFILES
DISTANCE, IN LOGO FEET
1.00-YEAR FLOOD
w s
CHANNEL BED
I i I i I f I i I I I I I I l tliilililjlililiii
i *««»»#«** *««»**»«»* »***«**»»«***«***«*#»»* *
* FLOOD HYCRDGRAPH PACKAGE (HEC-1) *
* FEBRUARY 1981 »
* REVISED 02 AUG 88 *
RUN DATE 07/01/1989 TIME 11:36:** *
*
**#**«**« **««**#**»********** ****»»***«**
««*e««#»****«*»*««»***»B»st?*«**«»***?s
» «
* U.S. ARMY CORPS OF ENGINEERS *
* THE HrOROLOGIC ENGINEERING CEKTER *
* tC9 SECOND STRE=T *
* CAVIS, CALIFORNIA =5616 9
* C916) 551-17*5 *
* *
***«******«««»»«**»******%$«***«*»*«**«
X X
X X
X X
XXXXXXX
X K
X X
X X
XXXXXXX
X
Xxxxx
X
X
XXXXXXX
xxxxx
X X
X
X
X
X Xxxxxx
xxxxx
X
XX
X
X
X
X
XXX
TMS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73). HEC1GS, HEC10B, AND KEC1KW.
THE DEFINITICNS OF VARIABLES -RTIHP- AND -RTIOR- hAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTUREThE DEFINITION OF -AH5KK- ON RM-CARO WAS CHANGED hITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIONNEV OPTIONS: OAHBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATICN, OSSIHRITE STAGE FREQUENCY,OSSIREAD TIME SERIES AT DESIRED CALCULATICN INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATIONKINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
,
HEC-1 INPUT PAGE 1
LINE
i
2
3
5
6
7
B
9
10
11
12
13
1*
15
16
17
18
19
20
ID 1.
ID
ID
ID
ID
IT
10
KK
KM
IN
PB
PI
PI
PI
PI
PI
6A
LS
UD
KK
KM
,6.>8 .9. . ... .10
^
>
DRAINAGE STUDY FOR NE QUACRANT OF CARLSBAC
FCft ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
Z4-HOUR STORM, 100-YEAR EVENT
ZONES 7, 1* AND 15
5 300
5
CL Al
RUNCFF FRDM CALAVERA LAKE BASIN Al
30
5.10
.009 .007 .009 .009
.016 .017 .02 .023
.0*1 .027 .023 .021
.016 .015 .01* .015
.011 .01 .009 .009
0
.014
.082
.01
.01
0.7*
.011
.03
.02
.012
.C09
.009
.0*5
.019
.013
.009
.011
.067
.017
.01
.01
.012
.068
.016
.01
.009
.013
.096
.018
.009
90o.*s
CL A2
RUNCFF FRCM CALAVERA LAKE BASIN A2
I i i I t i I I I I I I i i I i r i t i t J I I i i I i I i t i i i i i I
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
LIKE
48
49
50
51
52
S3
54
55
56
57
58
59
60
el
62
(3
£4
45
66
BA
LS
UD
KK
KM
HC
KK
KM
RS
RC
RX
HY
KK
KM
PB
BA
LSuo
KK
KM
MC
KK
KM
PB
6*
LS
UD
10
KK
KM
HC
KK
KM
RS
RC
RX
RY
KK
KM
PB
BA
LS
UO
KK
KH
MC
KK
0.21
90
0.23
PT. 1
C:ieiNE FLOWS CF Al AND A2
2
CL A3
CHANNEL ROUTING THRCUGH CALAVERA LAKE BASIN A3
1 STOR -1
0*022 0.022 0.022 4200 0.012
465 475 485 495 505 515 525 535
355 350 345 340 340 345 350 355
CL A3
RUNOFF FROM CALAVERA LAKE BASIN A3
5.0
0.46
89
0.25
PT. 2
CCHBINE FLOW CF A3 WITH ROUTED FLOW
2
CL A4
RUNOFF FROM CALAVERA LAKE BASIN A4
5.10
0.68
90
0.49
HEC-1 INPUT
PT. 2
COMBINE FLOWS CF BASINS A3 AND £4
2
CL AS
CHANNEL ROUTING TMRCUGH CALAVERA LAKE BASIN AS
1 STOR -1
0.022 0.022 0.022 3200 0.014
465 *75 485 495 507 517 527 537
275 270 265 260 260 265 270 275
CL *5
RUNCFF FROM CALAVERA LAKE SASIN AS
4.9
0.20
87
0.19
CL AS
COMBINE FLOW OF A5 WITH ROUTED FLOW
2
CL A6
PAGE
.9 10
tJtiiiiiftilltJiifjiifitiftitiiiiilii'
(7
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
66
87
88
89
LINE
90
91
92
S3
94
95
S6
97
S3
99
100
101
102
103
104
105
1C6
1C7
108
109
110
111
112
113
KM
PB
BA
LS
UO
KK
KN
HC
KK
KM
RS
RC
RX
RT
KK
KM
PB
8A
LS
UO
KK
KM
HC
KK
KM
PB
BA
LS
UO
KK
KM
HC
KK
KM
PB
8A
LS
UO
KK
KM
HC
KK
KM
KQ
RS
SA
SE
RUNCFF
4.9
0.50
0.25
PT. 3
COMBINE
2
CL A7
CHANNEL
FROM CALAVERA LAKE BASIN A6
87
FLOWS CF BASINS AS AND A6
ROUTING THROUGH CALAVERA LAK£ 3ASIN A7
1 STOt -I
0.030 0.
450
245
CL A7
RUNOFF
4.9
0.20
0.21
CL AT
COMBINE
2
CL AB
RUNCFF
4.9
0.29
0.26
PT. 4
COMBINE
2
CL A9
RUNCFF
4.75
0.31
0.18
CL A9
COMBINE
2
PT. 5
STORAGE
3
030 0.030 2700 0.010
465 480 495 515 530 545 560
240 235 230 230 235 240 245
FROM CALAVERA LAKE BASIN A7
88
FLOM OF A7 WITH ROUTED FLOW
HEC-1 INPUT
FROM CALAVERA LAKE BASIN AS
88
FLOWS CF BASINS A7 AND AS
FROM CALAVERA LAKE BASIN A9
90
FLOWS CF BASINS A7. AS, AND A9
ROUTING IN CALAVERA LAKE
2
1 ELEV 209.0
21 24 27 30 33 35 38 39.5 41 43
208 210 212 214 216 217 218 219 230 221
PAGE
tJtitiiilitJiiiitilJilifiitlliiii**
114 SS 216.5 150 2.64 1.5
US
116
117
113
119
120
121
122
123
124
12S
126
127
128
129
130
131
132
133
134
135
LIKE
136
137
138
139
140
1*1
142
143
144
145
146
147
148
149
150
151
152
153
IS*
155
156
157
158
159
KK
KM
RS
RC
RX
RY
KK
KM
P6
BA
IS
UD
KK
KM
HC
KK
KM
PB
BA
LSuo
KK
K.H
HC
KK
KM
RK
KK
KM
PB
BA
LS
UO
KK
KM
HC
KK
KH
PB
BA
LS
UD
KK
KMpa
CL A10
CHANNEL ROUTING THROUGH CALAVERA LAKE SASIN A1Q
1 STOR -1
0.035 0.
450
165
CL A10
RUKGFF
4,5
0.36
0.19
PT. 6
0*5 0.035 3600 0.027
*65 4BO *95 515 530 545 560
160 155 150 150 155 160 165
FROM CALAVERA LAKE BASIN »10
87
COMBINE FLOhS CF BASIN AID hITH ROUTED FLCW
2
CL All
RUNGFF
4.75
0.23
0.21
PT. 6
COMBINE
2
CL A12
CHAKNEL
3100 0.
CL A12
RUNCFF
4.5
0.3*
0.23
PT. 8
COMBINE
2
CL LI
RUNOFF
*.9
0.49
0.35
CL L2
RUNCFF
*.9
PROM CALAVERA LAKE BASIN All
86
HEC-1 INPUT
FLOWS OF BASINS A10 AND All
ROUTING THROUGH CALAVERA LAKE EASIN A12
007 0.035 20 3
FROM CALAVERA LAKE BASIN A12
87
FLOWS CF BASIN A12 hITH ROUTED FLOW
FROM CALAVERA LAKE BASIN LI
66
PROM CALAVERA LAKE 8ASIN L2
PAGE
10
t 4 I i I i i I i I i i i
160
161
164
165
146
167
168
169
170
171
172
173
17*
175
176
177
LIKE
178
179
160
181
162
183
IB*
185
166
187
188
189
ISO
191
192
195
1S6
157
198
199
200
201
202
203
204
205
206
BA
LSno
KK
KK
HC
KK
KHas
RC
RX
RT
KK
KM
P6
5A
LS
UD
KK
KN
HC
KK
KH
HC
KK
KM
RS
RC
RX
RT
KK
KM
RS
RC
RX
RT
KK
KM
PB
BA
LSuo
0.4B
0.27
PT. 7
COMBINE
2
CL L3
CHANNEL
B6
FLOWS CF BASINS LI AND L2
ROUTING THROUGH CALAVERA LAKE SASIN L3
1 STOR -1
0.030 0.
450
115
CL L3
RUNCFF
4.75
0.39
0.30
PT. 8
COMBINE
2
PT. 6
COMBINE
2
CL '12
CHANNEL
040 0.030 4700 0.036
465 480 495 505 520 535 550
110 105 100 100 105 110 115
FROM CALAVERA CAKE BASIN L3
86
HEC-1 INPUT
FLOWS OF BASIN L3 WITH ROUTED FLOW
FLQMS CF BASIN A12 hITK ROUTED FLOW FROM L3
ROUTING THROUGH CALAVERA LAKE BASIN A12
1 STOR -1
O.C30 0.
482
52
CL *13CHANNEL
028 0.030 1200 0.007
488 494 500 506 512 518 524
48 44 40 40 44 48 52
ROUTING THROUGH CALAVERA LAKE BASIN A13
1 STOR -1
0.030 0.
462
47
ACUAUA
HUNCFF
5.50
6.50
1.02
028 0.030 2050 0.004
488 494 500 506 512 516 524
43 39 35 35 39 43 47
FROM AQUA HEDIONCA BASIN UA
91
PAGE
10
KK AQUAUB
KM RUNCFF FROM AQUA HEDIONDA BASIN UB
PB 5.4
BA 3.00
LS 91
iiilititifift!t;i:!!ifeitll*liftJft*iiti
207 UO 0.76
208
209
210
211
212
213
214
215
216
217
218
219
220
221
222
LXhE
223
224
225
226
227
228
229
220
231
232
233
234
225
236
237
23B
239
240
241
242
243
244
245
246
247
248
249
250
251
252
KK
KM
HC
KK
KM
RS
RC
RX
RY
KK
KM
PB
6*
LS
UD
10.
KK
KM
HC
KK
KN
PB
BA
LS
UD
KK
KN
PB
BA
LS
UD
KK
KN
HC
KK
KM
RK
KK
KM
PB
BA
LS
UD
KK
KM
HC
PT 10
COMBINE FLOWS FROM AQUA BASINS C* AND UB
2
AQLJAUF
ROUTING THROUGH OANKEL IN BASIN UF
1 STQR -1
0.030 0.040 0.030 7300 0.0075
600 505 965 1000 10ZO 1040 1100 1315
350 325 320 318 319 320 325 350
AQUAUF
RUNOFF FROM AQUA HEDIONDA BASIN UF
5.2
1.11
89
0.46
HEC-1 INPUT
.1 2 -.3 4 5 6 7 8 9 10
AQUAUF
COMBINE FLOWS PROM (QUA HEDIONCA BASIN UF AND ROUTED FLOW
2
AQUAUE
RUNOFF FROM AQUA HEOIONDA BASIN UE
5.0
0.242
B8
0.17
AQUAUG
RUNOFF FROM AQUA HECIONCA BASIN UG
5.1
1.15
89
0.41
PT 11
COMBINE FLOWS FROM BASINS UE, UF. AND UG
3
AQUA G
ROUTING THROUGH CHANNEL IN BASIN G
8200 0.022 0.033 0 0 20 3
AQUA G
RUNOFF FROM AQUA HEDIDNOA BASIN G
4.9
0.51
67
0.38
PT 12
COMBINE FLOW FRCM SiSIN G WITH ROUTED FLOW
2
PAGE
litiKllitatiftitiiitiliiiiililiiiiii
£53
254
255
256
2572sa
259
2«0
261
262
263
2«4
LIhE
2(5
266
267
268
269
2TO
271
272
273
274
275
276
277
278
279
260
281
282
283
264
285
266
287
288
289
290
291
292
293
294
295
296
297
KK
KM
PB
6A
LS
UO
KK
KH
ft
B*
LS
UO
10.
KK
KM
HC
KK
KH
RS
RK
KK
KM
PB
BA
LS
UO
KK
KM
HC
KK
KH
RK
KK
KM
ft
BA
LS
UO
KK
KM
HC
KK
KN
HC
KK
KH
AOUAUC
RUNOFF FROM AQUA HEDIONC* BASIN UC
5.25
1.65
90
0.60
AQU*UD
RUNOFF FROM AQUA H£DIONCA BASIN UD
2.65
0.42
B8
0.22
HEC-1 INPUT
PT 13
COMBINE FLOWS FROM UC AND UD
2
AQUA H
ROUTING THROUGH CHANNEL IN BASIN H
10 STD8 -1 0
2300 0.018 0.032 0 0 20 3
AQUA H
RUNCFF FROM ACUA HEDIONCA BASIN M
4.9
0.35
88
0.20
PT 14
COMBINE FLOW FROM BASIN H WITH ROUTED FLCW
2
AQUA F
ROUTING THROUGH CHANKEL IN BASIN F
4200. 0.022 0.033 0 0 20 3
AQUA F
RUNCFF FROM AOUA hECIONDA BASIN F
4.9
0.96
91
0.17
PT 12
COMBINE FLOW FROM BASIN F WITH ROUTED FLOW
2
PT 12
COMBINE FLOW FROM BASIN G WITH ROUTED FLOW
2
AQUA E
ROUTING THROUGH CHANNEL IN BASIN E
PAGE
10
i i
2S8 RK 4200 0.010 0.035 0 0 20 2
299 KK AQUA C
3CO KM RUNOFF FROM AQUA HECIDNCA BASIN E
3C1 PB 4.75
302 BA 0.58
303 LS 86
304 UD 0.23
MtC-1 INPUT PAGE 8
LIKE 10 1 2 3 4 5 6 7 8 9 10
305 KK PT IS
306 KN COMBINE FLOW FROM BASIN E UlTH ROUTED FLDU
30T MC 2
308 KK AQUA D
309 KM ROUTING THROUGH CHANNEL IN BASIN D
320 RK 1800 0.010 0.035 0 0 25 2
311 KK AQUA 0
312 KM RUNOFF FROM AQUA HEDIONDA BASIN D
313 BA 0.28
314 LS 86
315 UD 0.16
316 KK PT 16
317 KM COMBINE FLOW FROM BASIN 0 WITH ROUTED FLOW
318 HC 2
319 KK AQUA C
320 KM RUNOFF FROM AQUA HECIONDA BASIN C
321 BA 0.302
322 LS 90
323 UD 0.12
32* KK PT 17
325 KM COMBINE FLOW FROM BASIN C WITH ROUTED FLOW
326 HC 2
327 KK AQUA B
328 KM ROUTING THROUGH CHANNEL IN BASIN B
329 RK 3600 0.007 0.030 25 1.5
330 KK AQUA B
331 KH RUNOFF FROM AQUA HECIONCA BASIN B
332 PB 4.50
333 BA 0.25
33+ LS 87
335 UD 0.24
336 KK PT IB
337 KM COMBINE FLOK FRCM BASIN B liITH ROUTED FLOW
338 HC 2
339 KK PT 18
340 KM COMBINE FLDNS FROM AQUA HEDIONOA CREEK AND CALAVERA CREEK
341 HC 2
i i k i I i i i t i i i i i i I i i i i i t
* «
*
*
*
*
»
*
V
342
3*3
344
345
346
347
LIKE
348
349
350
351
352
353
35*
355
356
357
358
359
360
361
362
363
3(4
365
366
367
368
fttt*A**4&A*iAflAfiA*A**ft***»****<*:»****» * v ww
KK
KM
PB
BA
LS
UD
KK
KM
HC
KK
KM
PB
BA
LSuo
KK
KM
HC
KK
KM
BA
LS
UO
KK
KM
HC
ZZ
A A ft A ft ft******
FLOOD HYCRQGRAPH PACKAGE
FEBRUARY
REVISED 02
HUN DATE 07/01/1989
1961AUG ee
TIME
CL A13
RUNCFF FRCM CALAVERA LAKE BASIN A13
4.5
0.17
87
0.15
McC-1 INPUT
PT IB
COMBINE FLOWS OF BASIN A13 hITH fiOUTEO FLOW
2
AOUA1*
RUNCFF FROM BASIN A14
*.5
0.43
87
0.18
PT 18
COMBINE FLOWS CF BASIN A14 blTH ROUTED FLOW
2
AQUA A
RUNCFF FROM AQUA HEDIQNDA BASIN A
0.283
86
0.10
PT 19
COMBINE FLOWS OF BASINS A AhD B
2
AAAAflAAAAAAA ftftftftftAttfrttfifiAbttft19 * « * * ** ¥¥¥W *******^*V**W¥*-¥'
* *
CHEC-1) * * U.S. ARMY I
* * THE HYDROLDG:
* * 609 :
* * DAVISt 1
11:36:44 * * C91<
* *
#***#*««* *«*«*««* **«****«**«**»**»#»«*«** *«»«»««*#«#***«:
PAGE
609 SECO\0 STREET
S, CALIFORNIA 95
C916) 551-1748
6 10
DRAINAGE STUDY FOR NE OUADRAKT CF CARLSBAD
FOR ULTIMATE CONDITIONS CF WATERSHED DEVELOPMENT
24-HCUR STOSM, 100-YEAR EVENT
ZONES 7, 14 AND 15
OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
CSCAL 0. HYDROGRAPH PLOT SCALE
i I 1 t I I i I i I i ft i I } E IJlitJIIIflllllilJ
IT HYCROGRAPM TIME DATA
NMIN
IDATE
ITIME
NO
NODATE
NCTIME
ICENT
COMPUTATION
TOTAL
5
1 0oooc
300
2 0
0055
19
INTERVAL
TIME BASE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDR03RAFM
ENCING DATE
ENDING TIME
CENTURY HARK
.08 HOURS
24.92 HOURS
CRDINATES
ENGLISH UMTS
DRAINAGE AREA
PfiECIPITATION DEPTH
LENGTH. ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SJUARE MILES
INCHES
FEETCUBIC FEET PER SECONDACRE-FEET
ACRESDEGREES FAHRENHEIT
*«* »** *#* »** **# **» «***** ****** #** »** **» ****** *** *** *** ***»**
108 KK
110 KO
111 RS
112 SA
S£
**************
* *
* PT. 5 *
* »
**************
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLCT 2 PLOT CCNTRCL
CSCAL 0. HYDROGRAPH PLOT SCALE
HTORCCRAFH BOLTING DATA
STORAGE ROUTING
NSTPS
ITYP
RSVCIC
X
AREA
1 NUMBER OF SU6REACHES
ELcV TYPE CF INITIAL CCKDITION
209.00 INITIAL CCKOITION
.00 WORKING R AND 0 COEFFICIENT
21.0
ELEVATION 208.00
24.0
210.00
27.0
212.00
30.0
214.00
33.0 35.0 38.0 39.5 41.0 43.0
216.CO 217.00 218.00 219.00 220.00 221.00
114 SS SPILLWAY
CREL
SFWIO
COOH
EXPU
216.50 SPILlhAY CREST 5LEVATICN
150.00 SPILLWAY WIDTH
2.64 WEIR COEFFICIENT
1.50 EXPONENT CF HEAD
***
COMPUTED STC8AGE-ELEVATIGN CATA
I I I I I i I I i i I ft i i I I i i I i iiliiliiilititi
STORAGE
ELEVATION
CUTFLOW
ELEVATION
CUTFLCW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
***
.00
208.00
.00
206.00
472.52
217.63
.00
.00
208.00
24*. 56
81.03
216. 85
325.12
1565.33
219.00
***
44.97
210.00
.00
2K.50
648. IB
217.89
44.97
.00
210.00
249. ae
140.01
217.00
333.93
1776.62
219.22
***
95.94 153.91 215.69
212.00 214.00 216.00
COMPUTED CUTFLCW-ELEVf;
.65 5.19 17. JO
216.51 216.56 216. £3
862.73 1120.06 1424.06
218.18 216.50 218.65
COMPUTED STCflAGE-OUTFLGh-EL:
95.94 152.91 215.89
.00 .00 .00
212.00 214.00 216.00
256.25 263.72 272.34
222.33 331.87 472.52
217.18 217.39 217. t3
350.10 365.37 367.65
2187.61 2592.97 2654.95
219.63 220.00 220. C6
*#* *=»
249.88 2S6.37 325.12 365.37 407.36
217.00 218.00 219.00 220.00 221.00
;N CATA
41.49 81.03 140.01 222.33 331.87
216.72 216.85 217.00 217.13 217.39
1776.62 2187.61 2654.95 3184.51 37 GO. 19
219.22 219.63 220.06 220.51 221.00
VATIQN CATA
232.63 233.11 234.53 236.90 240.24
.00 .65 5.19 17.50 41.49
216.50 216.51 216.56 216.63 216.72
282.17 286.37 293.26 305.56 319.10
648.16 727.50 862.73 1120.06 1424.06
217.89 218.00 218.18 218.50 21B.8S
386.70 407.36
31E4.51 3780.19
220.51 221.00
HTOROGRAPH AT STATION PT. 5
PEAK FLOW TIME
(CFS) CHR)
1171. 11.08
PEAK STORAGE TIME
(AC-FT) CHR)
309. 11.08
PEAK STAGE TIME
<FEET> CHH)
218.56 11.08
CCFS)
(INCHES)
UC-FT>
6-HR
613.
1.578
304.
6-HR
279.
6-HR
217.81
CUMULATIVE ARE* «
0. 400.
0. 0.
DAHRMN PER
10000 11- .-
<I) INFLOW, CO}
BOO. 1200.
0. 0.
MAXIMUM AVERAGE FLCW
24-HR 72-HR 2*.
246. 237.
2.532 2.532
487. 487.
MAXIMUM AVERAGE STORAGE
24-HR 72-HR :-.
164. 176.
MAXIMUM AVERAGE STAGE
24-HR 72-HR 2..
214.66 214.45 :
3.61 SO MI
STATION PT.
OUTFLOW
1600. 2000. 0.
0. 0. 0.
92-t-R
237.
2.532
487.
92-hH
178.
92-HR
14.45
5
0. 0. 0. 0. 0. 0.
CS) STORAGE
100. 200. 300. 400. 0. 0.
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12125
12130
12135
12140
12145
12150
12155
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12210
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12350
12355
20000
20005
20010
20015
20020
20025
20030
20035
20040
20045
20050
20055
242.
243.
244.
245,
246,
247.
248.
249.
250.
251,
252.
253.
254.
255.
256.
257.
258.
259.
260.
261.
262.
263.
264.
265.
266.
267.
268.
269.
270.
271.
272.
273.
274.
275.
276.
277.
278.
279.
280.
281.
282.
263.
284.
285.
286.
287.
286.
269.
290.
291.
292.
293.
294.
295.
296.
297.
298.
299.
10
10
10
10
10
10
10
10
10. I1IIII
10
10
10
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10
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I t J i I j i i i
OPERATION
HYODOGRAPH AT
HYOROGRAPH AT
2 COMBINED AT
ROUTED TO
HTOROGRAPH AT
2 COMBINED AT
HYDROGRAPH AT
2 COMBINED AT
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
HYORDGRAPH AT
2 COMBINED AT
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
STATIOK
CL Al
CL A2
PT. 1
CL A3
CL A3
PT. 2
CL A4
PT. 2
CL AS
CL AS
CL AS
CL A6
PT. 3
CL *7
CL A7
CL A7
PEAK
FLOW
389.
115.
499.
498.
251.
742.
355.
1094.
1092.
98.
1185.
242.
1421.
1419.
100.
1514.
TIPE OF
PEAK
10.25
10.06
10.25
10.33
10.06
10.17
10.33
10.25
10.25
10.08
10.25
10.08
10.25
10.25
10. OB
10.25
FLOJ IS Ct-IC FEET PER SECOND
TIHE IN HOURS. AREA IN SQUARE MILES
AVERAGE FLCW FOR HAXIfUH PESIOC
6-hOUR 24-HOUR 72-hOUR
193.
55.
246.
247.
119.
366.
ITT.
J44,
46,
SS9.
11*.
704.
703.
47.
750,
79.
22.
101
101.
49.
149.
72.
222.
221,
19,
2*0.
47.
286,
266.
19.
305,
76,
22,
97.
97.
47.
144.
70.
213,
213,
18.
231.
45.
276.
275.
19.
29*.
BASIN MAXIMUM TIME DF
AREA STAGE MAX STAGE
.74
.21
.95
.95
.43
1.43
.68
2.11
2.11
.20
2.31
.50
2.81
2.61
.20
3.01
342.75
263.73
10.33
10.25
234.22 10.25
I I j i i jilt
HTOROGBAPH AT
2 CCM8INED AT
HTDROGRAPH AT
2 CCHBINEO AT
ROUTED TO
ROUTED TO
CL AS
PT. 4
CL A9
CL A9
PT. S
CL A10
144. 1C.03
1655. 10.25
158.
1603.
1171.
10.00
10.17
11.08
1166. 11.IT
HTDROGRAPH
2 COMBINED
HTDROGRAPH
2 CCHBINEO
ROUTED TO
HYDROGRAPH
2 COMBINED
HY080GRAPH
HYDROGR1PH
2 COMBINED
ROUTED TD
HYDRDGRAPH
2 COMBINED
AT
AT
*T
AT
AT
AT
AT
AT
»T
AT
AT
CL
PT
CL
PT
CL
CL
PT
CL
CL
PT
CL
CL
A10
. 6
All
. 6
U2
A12
. 8
LI
L2
. 7
L3
L3
158.
1236.
105.
1287.
128S.
148.
1353.
226.
225.
450.
447.
174.
10
11
10
11
11
10
11
10
10
10
10
10
.08
.08
.08
.08
.17
.08
.17
.17
.08
.17
.25
.17
PT. 8 620. 10.25
68.
619.
74.
893.
613.
611.
74.
£56.
49.
687.
6B7.
69.
731.
109,
107.
215.
215.
83.
296.
28,
333.
30.
363.
246.
244,
30.
274,
20.
294.
293.
28.
321,
43.
88.
87.
34.
121
27.
320.
29.
350.
237.
235.
29.
264.
19,
284,
282.
27.
309.
43.
42.
85.
84,
33.
117.
.29
3.30
.31
3.61
3.61
3.61
.36
3.97
.23
4.20
4.20
.3 +
4.54
.49
,48
.97
.97
.39
1.36
216.56
153.62
102.50
11. 08
11.17
10.25
i I I I i I i i i i I i i i i
2 CCHBINED AT
ROUTED TO
ROUTED TO
PT. 8
CL A12
CL
1739. 11.00
1739. 11.00
1738. 11.00
1C01,
1001.
1001.
442.
4A2.
4*1.
426.
426.
424.
5.90
5.90
5.90
HYDflOGRAPH AT
HYOROGBAPH AT
2 COMBINED AT
ROUTED TO
HYDHOGRAPH AT
2 COMBINED AT
HVDRDGRAPH AT
HYDBOGRAPH AT
3 CCHBINEO AT
ROUTED TO
MYORDGRAPH AT
2 CCMBINEO AT
NYDfiOGRAPH AT
HfDfiOCRAPH AT
2 COMBINED AT
ROUTED TO
AQUAUA
AQUAUfl
PT 10
AQUAUF
AQUAUF
AQUAUF
AQUAUE
AOCAUG
PT 11
AQUA G
AQUA G
PT 12
AQLAUC
AQLAUD
PT 13
AQUA H
3364.
1618.
4952.
4895.
SB3.
5976.
125.
596.
5958.
5956.
240.
6153.
672.
100.
966.
965.
10.92
10.67
10.75
10.92
10.33
10.83
10.00
10.25
10.75
10.83
10.25
10,75
10.50
10.08
10.50
10.50
1680.
654.
2733.
2727.
289.
3012.
SB.
292.
3358.
3357.
117.
3473.
445.
46.
491.
491.
765.
346.
1113.
1103.
118.
1220.
24.
119.
1363.
1357.
47.
1404.
181.
19.
200.
200.
737.
335.
1C72.
1C62.
113.
1175.
23.
115.
1213.
1307.
46.
1353.
174.
18.
193.
192.
6.50
3.00
9.50
9.50
1.11
10.61
.24
1.15
12.00
12.00
.51
12.51
1.65
.42
2.07
2.07
47.72
43.75
323.94
11.00
11.00
10.92
i I i I t i i t i I i i i I j
HYDROSRAPH AT
2 COMBINED AT
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
2 CCMBXNEO AT
ROUTED TO
MTOROGRAPH AT
2 COMBINED AT
ROUTED TO
MTOROG8APH AT
AQIA H
PT 14
AQUA F
AQUA F
PT 12
PT 12
AQUA E
AQLA E
PT 15
AQUA 0
AQUA D
176.
1125.
1123.
519.
1584.
T597.
7589.
263.
7809.
7602.
129.
10.08
10.50
10.53
10.00
10.50
10.67
10.67
10.03
10.67
10.67
10. DO
2 COMBINED AT
HYOROGRAPH AT
2 COMBINED AT
ROUTED TO
HVOROGRAPH AT
2 COMBINED AT
2 COMBINED AT
HYDROGRAPH AT
2 COMBINED AT
PT 16
AQIA C
PT 17
AQl. A fl
AQUA B
PT 18
PT 16
CL A13
PT 16
7896. 10.67
155. 10.00
7994. 10.67
7999. 10.67
108. 10.06
8080. 10.67
9682. 10.75
75.
9726.
10.00
10.75
573.
573.
245.
816.
4260.
4279.
124.
4*01,
4401.
60.
4460.
72.
4530.
4529.
51.
4579.
5565.
35.
5599.
3*.
233,
232,
100.
333.
1737.
1732.
50.
1783,
1781,
24.
1605.
30,
1835.
1630.
21
1851,
2292,
14.
2306.
32,
225,
224
97.
320.
1(73.
1669,
49,
1717.
1715.
23.
1739,
26.
1767,
1763.
20.
1783.
2207,
14.
2221,
.35
2.42
2.42
.96
3.38
15.89
15.89
.58
16.47
16.47
,28
16.75
.30
17.05
17.05
.25
17.30
23.20
.17
23.37
i i i i 1 J i I I i I i
HYQROGRAPH AT
AQUA14
2 CCMBINEO
HYDROGRAPH
2 CCMBINED
AT
AT
AT
PT
AQUA
PT
18
A
19
169.
9946.
123.
9910.
10.
10.
10.
10.
08
75
00
75
88.
568*
56
5738
36.
2342.
23
2364.
34.
2255.
22.
2277.
.43
::.BO
.28
14.09
ISTAQ ELEMENT DT
SUMMARY OF KINEMATIC HAVE fiCUTING
CFLOW IS DIRECT RUNOFF WITHOUT BASE FLGU)
INTERPOLATED "3
COMPUTATION IN
PEAK TIME TO VOLUME DT PEAK TIME TO
PEAK PEiK
CHIN) CCFS) CMIN) (IN) CMIN) CCFS) CHIN)
CL A12 3 .41 1286.38 669.23 2.59 5.00 1285.43 670.CO
CONTINUITY SUMMARY CAC-FT) - INFLOW- 583.855 EXCESS- .000 OUTFLOW- 580.710 BASIN STORAGE' 3,
•QUA C 3 .29 5958.28 649.41 4.21 5.00 5956.07 650.00
CONTINUITY SUMMARY CAC-FT) - INFLOW- 2703.925 EXCESS- .000 OUTFICU- 2691.652 BASIN STORAGE* 12,
AQUA H 3 .50 966.25 631.98 3.59 5.00 965.39 630.GO
CONTINUITY SUMMARY CAC-FT) - INFLOW* 396.855 EXCESS- .000 OUTFICW- 396.087 BASIN STORAGE-
AQUA F 3 .52 1125.01 633.5* 3.57 5.00 1122.97 635.:0
CONTINUITY SUMMARY CAC-FT) - INFLOW- 462.738 EXCESS- .000 OUTFLOW- 461.177 BASIN STORAGE- 1,
AOUA E 3 .25 7596.41 642.32 4.05 5.00 7589.40 640.10
CONTINUITY SUMMARY CAC-FT) - INFLOW- 3445.366 EXCESS- .000 OUTFLOW- 3436.139 BASIN STORAGE- 9,
AQUA 0 3 .23 7808.85 640.92 4.02 5.00 7801.5? 640.CO
CONTINUITY SUMMARY CAC-FT) - INFLOW- 3535.906 EXCESS" .000 OUTFLCW- 3532.033 BASIN STORAGE- 3,
AOUA B 3 .21 7993.59 £42.08 3.99 5.00 7989.05 640.CO
CONTINUITY SUMMARY CAC-FT) - INFLOW- 3639.068 EXCESS- .CCO OUTFLCW" 3630.013 BASIN STORAGE* 8,
VOLUME
CIN)
2.59
,073 PERCENT ERROR* .012
4.20
,457 PERCENT ERROR- -.007
3.59
,747 PERCENT ERROR* .005
3.57
,597 PERCENT ERROR" -.008
4.05
.098 PERCENT ERROR* .004
4.02
.568 PERCENT ERRCR- .009
3.99
,790 PERCENT ERROR- .007
*** NORMAL EKD CF MEC-1 ***
I i i i i I i i
i***»*»*****»***»*»»******»**»»«***********
FLOOD MYCROGRAPH PACKAGE (HEC-1) *
FEBRUARY 1981 »
REVISED 02 AUG 86 *
v
RUN DATE 07/01/1989 TINE 11122:44 ft
***.»********* ************«***»*»****»**>*
«s**«B***»«««»#«>#*4*******************
* *
4 U.S. ARMY CORPS OF ENGINEERS *
V THE HTDRCLOGIC ENGINEERING CENTER *
* £09 SECOND STREET ** DAviSt CALIFORNIA 9S616 *
* (916) 551-17*8 *
* *
***************************************
xxxxxxx xxxxx
X
X
X
Xxxxxxxx
X
X
X
X
X
X
X
X
xxxx
X
Xxxxxxxx
X X
X
X
X
X Xxxxxx
xxxxx
XX
X
X
X
X
XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS CF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE CSEQ WITH THE 1973-STYLE INPUT STRUCTURE,ThE DEFINITION OF -AfSKK- ON RM-CARO WAS CHANGED WITH REVISICNS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSIONNEW OPTIONS: OAMBREAK OUTFLOW SUBMERGENCE » SINGLE EVENT CAMAGE CALCULATION, DSS!WRITE STAGE FREQUENCT,OSSJREAD TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATElGREEN ANC AKPT INFILTRATIONKINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-l INPUT PAGE
LINE
1z
3
4
5
6
T
B
9
10
11
12
11
1*
IS
16
17
18
19
20
ID....
ID
10
ID
ID
IT
10
KK
KM
IN
PB
PI
PI
PI
BA
LS
UD
10
DRAINAGE STUCT FOR N£ QUACR&NT OF CARLSBAD
FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
6-HOUR STORM, 100-YEAR EVENT
ZCNES 7, 14 AND 15
5 75
5
CL Al
RUNOFF FROM CALAVERA LAKE BASIN AI
15
2.90
,0175 .0175 .0225
.05 .05 .04
0
.IBS
.02
0.74
.02
90
.02 .02
0225
.04
.02
0.45
KK CL A2
KM RUNCFF FROM CALAVERA LAKE BASIN A2
BA 0.21
LS 90
.0275
.0275
.0275
.0275
.0475
.0225
.0475
.0225
0.165
.02
i I
21 UD 0.23
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
LIhE
46
47
48
49
SO
51
52
53
54
55
56
57
58
59
£0
61
62
63
64
€5
66
KK
KM
HC
KK
KH
RS
RC
RX
RT
KK
KM
PB
6A
LS
UD
KK
KN
HC
KK
KM
PB
BA
LS
UD
KK
KH
HC
KK
KN
RS
RC
RX
RY
KK
KM
PS
6A
LS
UD
KK
KM
HC
KK
KM
PB
PT. 1
COMBINE
2
CL A3CHANNEL
FLOUS CF fil AND 42
ROUTING THROUGH CALAVERA LAKE BASIN A3
1 STUB -1
0.022 0.
465
355
CL A3
fiUNCFF
2.85
0.48
0.25
PT. 2
COMBINE
2
CL A4
RUNOFF
2.90
0.68
0.49
PT. 2
COMBINE
2
CL ASCHANNEL
022 0.022 4200 0.012
475 465 495 5C5 SIS 525 535
350 345 340 3*3 3*5 350 355
FROM CALAVERA LAKE BASIN A3
89
FLOW OF A3 WITH ROUTED FLOW
FROM CALAVERA LAKE BASIN A4
90
MEC-1 INPLT
FLOWS CF BASINS A3 AND *4
ROUTING THROUGH CALAVERA LAKE BASIN AS
1 STOR -1
0.022 0.
465
275
CL AS
RUNOFF
2.00
0.20
0.19
CL AS
COMBINE
2
CL A6
RUNCFF
2.80
022 0.022 3200 0.01*
475 485 495 EC7 517 527 537
270 265 260 26D 265 270 275
FROM CALAVERA LAKE BASIN 15
87
FLOW OF A5 WITH ROUTED FLOW
FROM CALAVERA LAKE BASIN *i
PAGE
10
I I I 1 fc i I i I j i I ; t i t i I * i i I i fc
6768
(9
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
as
86
87
PACE
HUE
88
89
90
91
92
93
9*
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
e*
LS
UD
KK
KM
MC
KK
KM
RS
RC
RX
BY
KK
KM
PB
BA
LS
UD
KK
KM
HC
ID
KK
KM
PB
BA
LS
UD
KK
KM
HC
KK
KM
PB
BA
LS
UD
KK
KM
HC
KK
KK
KQ
RS
SAsess
0.50
0.25
PT. 3
COMBINE
2
CL AT
CHAtthEL
87
FLOWS CF BASINS A5 AND A6
ROUTING THROUGH CALAVERA LAKE BASIN A?
1 STQR -I
0.030 0.
450
245
CL A7
BUNCFF
2.80
0.20
0.21
CL A7
COMBINE
2
CL AS
RUNCFF
2.80
0.29
0.26
PT. 4
COMBINE
2
CL »9
RUNCFF
2.75
0.31
0.18
CL A9
COMBINE
2
PT. 5
STORAGE
3
030 0.030 2700 0.010
465 460 495 £15 530 545 560
240 235 230 230 235 240 245
FROM CALAVERA LAKE BASIN A7
88
FLOW OF A7 WITH ROUTED FLOW
MEC-1 INPUT
FROM CALAVERA LAKE BASIN AS
88
FLOWS CF BASINS A7 <NO A8
FflQH CALAVERA LAKE BASIN A9
90
FLOWS OF BASINS A7. A6. AND A9
ROUTING IN CBLAVERA LAKE
2
1 ELEV 209.0
21
20B
216.5
24 27 30 33 35 38 39.5 41 43
210 212 214 216 217 218 219 220 221
150 2.64 1.5
t i I i I i t i i t 1 I I i I
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
LlfcE
13*
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
KK CL 110
KM CHAhNEL ROUTING THROUGH CALAVERA LAKE BASIN A10
RS 1 STOR -1
RC 0.03S 0.
RX 450
RV 165
KK CL MO
KM RUNOFF
PB 2.70
BA 0.36
LS
UO 0.19
KK PT. 6
KM COMBINE
HC 2
KK CL All
KM RUNCFF
PB 2.75
BA 0.23
LS
UD 0.21
KK PT. 6
KK COMBINE
HC 2
KK CL *12
KM CHANNEL
RK 3100 0.
KK CL A1Z
KM RUNCFF
PB 2.70
BA 0.34
LS
UO 0.23
KK PT. B
KM COMBINE
HC 2
KK CL LI
KM RUNCFF
PB 2.80
BA 0.49
LS
UO 0.35
KK CL L2
KM RUNCFF
P» 2.60
BA 0.43
LS
045 0.035 3600 0.027
465 490 495 515 530 545 560
160 155 150 150 155 160 165
FRON CALAVERA LAKE BASIN A10
87
FLOhS CF BASIN A10 hITH ROLTED FLOW
FROM CALAVERA LAKE BASIN All
66
MEC-1 INPUT
FLOWS OF BASINS A10 AND All
ROUTING THROUGH CALAVERA LAKE BASIN A12
007 0.035 20 3
FROM CALAVERA LAKE BASIN A12
87
FLOtaS OF BASIN A12 WITH ROITED FLCW
FROM CALAVERA LAKE BASIN LI
66
FROM CALAVERA LAKE BASIN L2
66
PAGE
10
iilititi!: ijtiiitiiJtltii
160 UO 0.27
161 KK PT. 7
162 KM COMBINE FLOWS CF BASINS LI AND L2
163 HC 2
1C* KK CL L3165 KM CHASNEL ROUTING THROUGH CALAVERA LAKE BASIN L3
166 US 1 STOR -1
167 RC 0.030 0.040 0.030 4700 0.036
168 RX 450 465 4BO 495 505 520 535 550
169 Rf 115 110 103 100 100 105 110 115
170 KK CL L3
171 KM RUNOFF FROM CALAVERA LAKE BASIN U3
172 PB 2.75
173 BA 0.39
174 LS 86
175 UD 0.30
HEC-l INPUT PAGE
LINE ID 1 2 3 ..4 5 6 7 8 9 10
176 KK PT. 8
177 KN COMBINE FLOWS OF BASIN L3 WITH ROUTED FLOW
178 HC 2
179 KK PT. B
1BO KN COMBINE FLOWS CF BASIN A12 hITH ROUTED FLOW FROM L3
181 HC 2
182 KK CL A12
183 KN CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A12
184 RS 1 STOR -1
185 RC 0.030 0.028 0.030 1200 0.007
166 RX 4B2 488 494 500 506 512 516 524
187 RY 52 48 44 40 40 44 48 52
188 KK CL A13
189 KK CHANNEL ROUTING THROUGH CALAVERA LAKE BASIN A13
ISO RS 1 STOR -1
191 RC 0.030 0.028 0.030 2050 0.004
192 RX 492 488 494 500 506 512 518 524
193 RV 47 43 39 35 35 39 43 47
194 KK AQUAUA
195 KM RUNCrF FROM AOLA HEOIONCA BASIN UA
146 Pfl 3.2Q
197 BA 6.50
198 LS 91
19t UD 1.02
200 KK AQUAU9
201 KM RUNOFF FROM AQUA HEDIONO* BASIN UB
202 PB 3.IS
203 BA 3.00
204 LS 91
205 UD 0.76
i i t i i i i i t
2C6
207
208
209
210
211
212
213
214
215
216
217
218
219
220
LIhE
221
222
223
224
22S
226
227
228
229
230
231
232
233
23*
235
236
237
238
239
240
241
242
243
244
245
246
247
248
249
250
KK
KB
HC
KK
KM
R5
RC
RX
RY
KK
KM
PBa*
LS
UD
KK
KM
HC
KK
KM
PS
BA
LS
UD
KK
KM
PS
BA
LSuo
KK
KH
*C
KK
KH
RK
KK
KH
PB
BA
LS
UO
KK
KN
HC
PT 10
COHBIKE FLObS FROM AQUA BASINS UA ASO UB
2
AQLAUF
ROUTING THROUGH CMSKEL IN BASIN JF
1 STOB -1
0.030 0.0*0 0.030 7300 0.0075
EOO 905 965 1000 1020 1040 1100 1315
350 325 320 318 319 320 325 350
AOLJAUF
RUNCFF FROM &GUA n:CICNDA BASIN UF
2.95
1.11
89
0.46
MEC-1 INPLT
AQUAUF
COHEINE FLOWS FROM AQUA HEDIQNDA SASIN UF AM) RQUTEC FLOW
2
AQUAUE
RUNOFF FROM AQUA HECIONOA BASIN UE
2.65
0.242
88
0.17
AQUAUG
RUNOFF FROM ACUA HECIONCA BASIN UG
2.90
1.15
89
0.41
PT 11
COMBINE FLOWS FROM EASIMS UE, U?i AKO UG
3
ACUA G
ROUTING THROUGH CHANEL IN EASIh G
B200 0.022 0.033 0 0 20 3
AQUA G
RUNCFF FROH AQUA HECIOKDA BASIN G
2.60
0.51
87
0.38
PT 12
COMBINE FLOW FOCH BASIN G WITH RCUTEC FLOW
2
PAGE
10
251 KK AQUAUC
252
253
25*
2S5
256
257
253
2S9
2£0
2(1
262
LIKE
2«3
2£4
2*5
2*6
267
268
269
270
271
272
273
274
27S
276
27727a
279
280
211
212
2!3
28*
285
286
287
218
269
2SO
2S1
2S2
2S3
29*
295
2S6
KM
PB
BA
LS
UD
KK
KN
PB
BA
LS
UD
ID.
KK
KM
HC
KK
KM
R$
RK
KK
KH
PB
BA
LS
UD
KK
KM
MC
KK
KN
RK
KK
KM
PB
BA
LS
UD
KK
KM
HC
KK
KM
HC
KK
KM
RK
RUNOFF FROM AQUA HEDICNCA BASIN UC
3.00
1.65
90
0.60
AOUAUD
RUNOFF FROM AQUA HEDIONCA EASIN LO
2.85
0.*2
68
0.22
MEC-1 INPUT PAGE
PT 13
COMBINE FLOWS FROM UC AND UD
2
ACUA H
ROUTING THROUGH CHANNEL IN BASZN H
10 STOR -1 0
2300 0.018 0.032 0 0 20 3
AQUA H
RUNOFF FROM AQUA HEDIDNOA BASIN H
2.80
0.3S
88
0.20
PT 1*
COMBINE FLOW FRCK BASIN H WITH ROUTEC FLCU
2
AOUA f
ROUTING THROUGH CHANKEL IN BASIN F
4200. 0.022 0.033 0 0 20 3
AQUA F
RUNOFF FROM AQUA MECIONOA BASIN F
2.80
0.96
91
0.17
PT 12
COMBINE FLOW FROM BASIN F WITH ROUTED FLDW
2
PT 12
COMBINE FLOW FROM BASIN G WITH RCUTED FLOW
2
AQUA C
ROUTING THROUGH CHAhhEL IN BASIN E
4200 0.010 0.035 0 0 20 2
297
298
299
300
301
302
LIKE
303
304
305
306
307
308
309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
3*4
335
336
337
338
339
340
3*1
KK
KM
PBe»
LS
UD
ID.
KK
KH
HC
KK
KM
RK
KK
KH
BA
LS
UD
KK
KH
HC
KK
KH
RK
KK
KM
BA
LS
UO
KK
KM
HC
KK
KM
RK
KK
KM
PB
BA
LS
UO
KK
KM
HC
KK
KM
AQUA E
RUNOFF FROM AQUA HECIQNDA BASIN E
2.75
0.58
86
0.23
HEC-1 INPUT
FT 15
COMBINE FLOW FROM B*SIN E WITH ROUTED FLOW
2
AQUA 0
ROUTING THROUGH CHANNEL IN BASIN 0
1200 0.010 0.035 0 0 25 2
AQUA 0
RUNOFF FROM AQUA HEDIONDA BASIN D
0.28
06
0.16
PT 16
COMBINE FLOW FROM BASIN 0 WITH ROUTED FLOW
2
AQUA C
ROUTING THROUGH CHANNEL IN BASIN C
600 0.010 0.032 25 1.5
AQUA C
RUNOFF FROM AQUA HECIONOA BASIN C
0.302
90
0.12
PT 17
COMBINE PLOW FROM BASIN C WITH ROUTED FLOW
2
AQUA B
ROUTING THROUGH CHANNEL IN BASIN B
3600 0.007 0.030 25 1.5
AQUA 9
RUNOFF FROM AQUA HEOIONOA BASIN B
2.70
0.25
87
0.2&
PT 18
COMBINE FLOW FROM BASIN B WITH ROUTED FLOW
2
PT 18
COMBINE FLOWS FROM AQUA HECIONCA CREEK AND CALAVERA CREEK
P6SE 8
10
342
LINE
HC
ID,
HEC-1 INPUT PAGE
10
3*3
344
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
360
361
3(2
3*3
364
36S
366
367
368
369
KK CL A13
KM RUNOFF FROM CALAVERA LAKE BASIN A13
P9 2.70
64 0.17
LS 67
UO 0.15
KK PT 18
KH COMBINE FLOWS CF BASIN A13 WITH POUTED FLCU
HC 2
KK AOUA14
KH RUNOFF FROM BASIN A14
PB 2.70
BA 0.43
LS 87
UO 0.18
KK PT 18
KH COMBINE FLOWS CF BASIN A14 fclTH ROUTED FLOW
HC 2
KK AQUA A
KM RUNOFF FROM AQUA HEDIONCA BISIN A
BA 0.283
LS 86
UO 0.10
KX
KM
HC
ZZ
PT 19
COMBINE FLOWS CF BASINS A AND 6
2
144444*4****4*44444***44**4****444444***4*
4 *
* FLOOD MTOROGRAPH PACKAGE (H£C-1> 4
* FEBRUARY 1981 *
* REVISED 02 AUG 88 *
4 4
* RUN DATE 07/01/1989 TIME 11:22:44 4
* *
444****4444444444444*44**44**»***44444*44
44444***»*444444444*444444*4444**444444
4 *
4 U.S. ARMY CORPS OF ENGINEERS 4
4 THE HYDROLCGIC ENGINEERING CENTER *
* 609 SECOND STREET 4
4 DAVIS, CALIFORNIA 95616 4
* (916) 551-17*8 *
4 *
4**»4«4444*44*44*444444*4«*44»4* 44*4*44
DRAINAGE STUDY FDR NE QUADRANT OF CARLSBAD
FDR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
6-HOL'R STORM, 100-YEAR EVENT
ZONES 7, 14 AND 15
6 10 OUTPUT CONTROL VARIABLES
1PRNT S PRINT CONTROL
IPLOT 0 PLOT CONTHDL
CSCAL 0. HYDRDGRAPH PLCT SCALE
IT HYCROCRAPH TIME DATA
NMIN 5
IOATE 1 0
ITIME 0000
NO 75
NCDATE 1 0
NCTIME C610
ICENT 19
COMPUTATION INTERVAL
TOTAL TlPE BASE
MINUTES IN COMPUTATION INTERVA
STARTING C6TE
STARTING TIME
NUMBER OF MYDROGRAFH
ENDING DATE
ENDING TIME
CENTURY MACK
.08 HOURS
6.17 HOURS
OROINATES
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
DECREES FAHRENHEIT
*** *** *** *** *** *** *** *** »** 4** *** »** *«* *** *** *** *** »** *** ****** *** *#* *** *** *** *** *** *** *** ***
106 KK
10B KO
109 RS
110 SA
111 SE
112 SS
*************** *
* PT. 3 *
* ***************
OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLQT 2 PLOT CONTROL
CSCAL 0. HTDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
STORAGE ROUTING
NSTPS
ITTP
RSVR1C
X
AREA
1 NUMBER OF SUBREACHES
ELEV TYPE OF INITIAL COhCITION
209.00 INITIAL CONDITION
.00 WORKING R AND D COEFFICIENT
21.0
ELEVATION
SPILLWAY
CREL
SPWID
COQH
EXPU
20B.OO
24.0
210.00
27.0
212.00
30.0
214.00
216.50 SPILLhAY CREST ELEVATION
150.00 SPILLWAY WIDTH
2.6* WEIR COEFFICIENT
1.50 EXPONENT CF HEAD
33.0 35.0
216.00 217.00
36.0 39.5 41.0 43.0
21S.OO 219.00 220.00 221.00
COMPUTED STCRAGE-ELEVATION
STORAGE
ELEVATION
.00
208.00
44.97
210.00
95.94 152.91 215. E9
212.00 214.00 216.00
249.88
217.00
286.37
218.00
325.12 365.37 407.36
219.00 220.00 221.00
COMPUTED OUTFLCH-ELEVftTION CAT*
***
OUTFLOW
ELEVATION
OUTFLOWELEVATION
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
.00
208. CO
472.52
217. £3
.00
.00
208.00
244. £6
81.032i6.es
.00
216.50
648.18
217.89
44.97
.00
210.00
249.88
140.01
217.00
325.12 333.93
1565.33 1778.62
219. GO 219.22
******
.65 5.19 17.50
216.51 216.56 216.63
862.73 1120.06 1424.06
213.18 216.50 218.85
COMPUTED STORAGE-OUTFLOW-
95.94 152.91 215.89
.00 .00 .00
212.00 214.00 216.00
256.25 263.72 272.34
222.33 331.87 472.52
217.18 217.39 217. C3
350.10 365.37 367.65
2187.61 2592.97 2654.95
219.63 220.00 220. C6
41.49
216.72
1778.62
219.22
ELEVATION
232.63
.00
216. SO
282.17
648.18
217.89
386.70
3184. SI
22C.51
81.03
216.65
2187.61
219.63
DATA
233.11
.65
216.51
286.37
727.50
218.00
407.36
3780.19
221.00
140.01 222.33 331.87
217.00 217.18 217.39
2654.95 3194.51 3780.19
220.06 220.51 221.00
234.53 236.90 240.24
5.19 17.50 41.49
216.56 216.63 216.72
293.26 305.56 319.10
862.73 1120.06 1424.06
218.18 218.50 218.85
*** *t*
KYDROGRAPH AT STATION PT. 5
PEAK FLOW
CCFS)
477.
TIME
CHR>
6.08
CCFS>
(INCHES)
CAC-FTJ
PEAK STORAGE TIME
CAC-FT) (HR>
273. 6.08
PEAK STAGE TIME
<F£ET> CMR)
217,63 «.08
CUMULATIVE
6-HR
131.
.338
65.
6-H3
139.
6-HR
213.14
AREA >
MAXIMUM AVERAGE FLOW
24-HR 72-HR
128. 128.
.338 .338
65. 65.
MAXIMUM AVERAGE STORAGE
24-HR 72-HR
136. 136.
MAXIMUM AVERAGE STAGE
24-HR 72-HR
213.02 213.02
3.61 SQ MI
6. 17-HR
128.
.338
65.
6.17-t-R
136.
6.17-HR
213.02
STATION PT. 5
0
0
too.
0.
CD INFLOW, CO)
800. 1200.
0. 0.
OUTFLOW
1600. 2000. 2400
0. 0. 0
0
100
0.
CS> STORAGE
200.
0. 0. 0
300. 0. 0
0.
0.
OAHRHN
i ft ft ft ni v v v y
10005
10010
10015
10020
10025
10030
10035
10040
10045
10050
10055
10100
10105
10110
10115
10120
10125
10130
10135
10140
10145
10150
10155
10200
10205
10210
10215
10220
10225
10230
10235
10240
10245
10250
10255
10300
10305
10310
10315
10320
1032S
10330
10335
10340
10345
10350
1C355
10400
10405
10410
10415
10420
10425
10430
10435
104*0
10445
10450
PER
21 .....
31 .....
41 .....
51 .....
61 * ....
TI .....
SI .....
91 .....
101 .....
121 .....
131 .....
141 .....
151 .....
161 .....
171 .....
181 .....
191 .....
201 .....
221 .....
2301 .....
2401 .....
250 X . . . . .
260 X
270 I
280 I . .
290 I .
300 .1 ....
320 . I
330 . . I
340 . . . I
350
360 .....
370 .....
360 .....
390 . . . . .1
400 . . . . I .
420 I.
430 . . I
440 . . . I .
450 . . .1
460 . .1. .
470 . . I .
480 . . I .
490 . X
500 . . X .
52. 0 I
53. 0 I.
54. 0 I .
55. 0 . I .
56. O.I.
57. O.I.
58. D. I .
59. 01.
. S
. S .. s. s
. s. s. s. s. s
. s. s .. s. s. s. s .. s. s. s
. s .. s. s .
.5. s. s. s. s. s
ss .s .
I . S .
I. S. ....
I . S
I . S. s ss....s .
5 .s.s.s. s. s. s .s .
sssssss .s .
.
.
.
*
.
.
,
m
4
.
u
,
4
.
f
4
.
,
4
.
.
.
.
.
.
*
•
*
*
.
*
*
,
*
.
.
4
4
.
.
.
.
.
.
.
4
.
.
.
.
.
4
.
i I 1 i
11
*
*
*
*
+
*
*
*
*
*
*
10455
10500
10505
10510
10515
10520
10525
10530
10535
10540
10545
10550
10555
10600
10605
10610
60. 01.
62. .0 I
63. .0 I
64. . 01
65. . 0!
66. .1
67. .1
63. .1
69. .1
70. .1
72. .1
73. .1
74. .1T e. _________ _T— — —
OPERATION STATION
HYOROGRAPH AT
CL Al
HYOROGRAPH AT
CL A2
2 COMBINED AT
PT. 1
ROUTED TO
CL A3
HYDROGRApH AT
CL A3
2 CCMBINED AT
PT. 2
HYDROGRAPH AT
CL A4
2 COMBINED AT
PT. 2
ROUTED TO
CL A5
S .
S .s .s .s .s .s .. . . . . .s. .s .s .
s .s .s .
RUNOFF SUMMARY
FLOW IN CI-6IC FEET PER SECCND
TIME IN HOURS* AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLCU FOR MAXIMUM PERIOD BASIN KAXIMUM TIME OF
FLOW PEAK AREA STAGE MAX STAGE
6-HDUR 24-HOUR 72-HOUR
524. 3.00 141. 137. 137. .74
194. 2. 83 41. 40. 40. .21
674. 3.00 182. 177. 177. .95
660. 3.00 179. 174. 174. .95
343.22 3.00
399. 2.83 88. 85. 35. .4B
1004. 2.92 266. 259. 259. 1.43
463. 3.08 128. 125. 125. .68
1445. 3.00 395. 384. 334. 2.11
1433. 3.00 390. 3BO. 3SO. 2.11
264.30 3.00
HYDROGRAPH AT
2 COMBINED AT
CL AS
CL AS
158. 2.83
1539. 3.00
33.
423.
32.
412.
32.
412.
.20
2.31
t 1
HYDROGRAPH AT
2 COMBINED AT
ROUTED TO
HYDROGRAPH AT
2 CCM6INED AT
HYDROGRAPH AT
2 CCMBINEO AT
HYDRDGRAPH AT
2 CCMBINEO AT
ROUTED TO
CL
PT.
CL
CL
CL
CL
PT.
CL
CL
PT.
A6
3
AT
AT
AT
AS
*
A9
A9
5
363.
1650.
18*7.
163.
1966.
219.
2155.
277.
23*7.
*77.
2.83
2.92
3.00
2.83
3.00
2.83
3.00
2.83
2.92
6.08
81.
50*.
497.
3*.
531.
49.
580.
57.
637.
131.
79.
490.
48*.
33.
517.
*8.
56*.
55.
620.
128.
79.
490.
4Bt,
33.
517.
4B.
56*.
55.
£20.
128.
.50
2.81
2.81
.ZO
3.01
.29
3.30
.31
3. 61
3.61
234.83 3.00
217.63 6.08
ROUTED TO
CL A10 *77. 6.17 121.118.118,3.61
152.23 6.17
HYDROCRAPH AT
2 COMBINED »T
HYCROGRAPH AT
Z CCHBINEO AT
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
HYDKOGRAPH AT
CL A10
PT. 6
CL All
PT. 6
CL A12
CL A12
PT. 8
CL LI
26S.
520.
163.
5*8.
5*7.
2*1.
655.
295.
2.83
6.17
2.83
6.17
6.17
2.83
2.92
2.92
ss.
177.
35.
211.
199.
52.
251.
7*.
5*.
172.
3*.
205.
193.
51.
2**.
72.
5*.
172.
3*.
205.
193.
51.
2**.
72.
.36
3.97
.23
*.20
*.20
.34
4.5*
.49
J i
HTDROGKAPH AT
Z COMBINED AT
ROUTED TO
HYOflOGfiAPH AT
2 COMBINED AT
2 COMBINED AT
ROUTED TO
CL 12
PT. 7
CL L3
CL 13
PT. 8
PT. 8
CL A12
319.
614.
582.
244.
811.
1455.
1439.
2.92
2.92
3.00
2.92
3.00
2.92
2.92
ROUTED TO
HTOROGRAPH AT
HYOROCRAPH AT
2 COMBINED AT
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
HTOROGRAPH AT
KYDROGRAPH AT
3 COMBINED AT
ROUTED TO
HYDROGRAPH AT
CL A13
AQliAUA
AOL'AUB
PT 10
AQUAUF
AOUAUF
AQUAUF
AQUAUG
PT 11
AQUA G
1*29. 3.00
3545. 3.67
1896. 3.42
5299.
5132.
756.
5522.
209.
812.
5962.
3.58
3.75
3.08
3.75
2.B3
3.00
7.67
5961. 3.75
74,
148.
144.
58.
202.
453.
448.
MO,
1336.
63«.
1972.
1880.
206.
2G86.
43.
210,
2338.
2285,
72.
144,
140.
56,
196.
440.
436.
428.
1300.
619.
1919,
1829,
200,
2029.
41.
204.
2275,
2223.
72.
144.
140.
56.
196.
440.
436.
428.
1300.
619.
1919.
1829.
200.
2029.
41,
204.
2275.
2223.
.46
.97
.97
.39
1.36
5.90
5.90
5.90
6.50
3.00
9.50
9.50
1.11
10.61
,24
1.15
12.00
12.00
102.85
47.10
43.01
324.05
3.00
2.92
3.00
3.75
2 COMBINED AT
HYDROGRAPH AT
HTORDGRAPH AT
2 COMBINED AT
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
ROUTED TO
HTDROGRAPH AT
2 COMBINED AT
2 COMBINED AT
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
ROUTED TO
HTOROGRAPH AT
2 COMBINED AT
ROUTED TO
HtOROGKAPH AT
2 COMBINED AT
AQUA G
PT 12
AQUAUC
AOL'AUD
PT 13
AQUA H
AQUA H
PT 14
AQUA F
AQUA F
PT 12
PT 12
A OLA E
AQUA E
PT 15
AQtA 0
AQLA 0
PT 16
AQUA C
AQtA C
315.
6103.
1059.
346.
1231.
1231.
288.
1382.
13BO.
93*.
20*7.
7354.
T342.
400.
7476.
7471.
308.
7533.
7531.
293.
3.00
3.T5
3.17
2.B3
3.17
3.17
2.83
3.00
3.08
2.75
2.83
3.67
3.67
2.83
3.67
3.67
2.83
3.67
3.75
2.75
81.
2365.
321.
73.
394.
391.
60.
451.
4*3.
190.
633.
2S9B.
2959.
87.
30*6.
3C3S.
42.
3080.
3076.
56.
78.
2301.
312.
71.
384.
380.
58.
439.
431.
185.
616.
2917.
2879.
85.
2964.
2955.
41.
2997.
2993.
54.
78.
2301.
312.
71.
384.
380.
58.
439.
431.
185.
616.
2917.
2879.
85.
2964.
2S55.
41.
2997.
2S93.
54.
.51
12.51
1.65
.42
2.07
2.07
.35
2.42
2.42
.96
3.38
15.89
15.89
.58
16.47
16.47
.28
16.75
16.75
.30
a I
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
2 COMBINED AT
PT 17
AQUA B
AQUA B
PT 18
PT 18
PT 19
7605. 3.75
7605. 3.75
174. 2.83
7663. 3.75
BZ76. 3.67
HYOROGRAPH AT
CL A13
2 COMBINED AT
PT 18
HTOROGRAPH AT
AQUA14
2 COMBINED AT
PT IB
HYOHOGRAPH AT
AQUA A
2 COMBINED AT
132. 2. 75
8313. 3.67
323. 2.83
8*10. 3.67
226. 2.75
8*71. 3.67
3132.
3095.
38.
313*.
3573.
26.
3600,
66.
3(66.
42.
3708.
30*8.
3012.
37.
3049.
3477.
26.
3503.
65.
3567,
41.
3608.
3C48.
3012.
37.
3C49.
3477.
26.
3503.
65.
3S67.
3608.
17.05
17.05
.25
17.30
23. 20
.17
23.37
.43
23. 80
,28
24.09
ISTIO ELEMENT
CL A12
DT
SUMMARY OF KINEMATIC HAVE ROUTING(FLOW IS DIRECT RLNCFF WITHOUT BASE FLOW)INTERPOLATED TO
COMPUTATION INTERVAL
PEAK TIME TO VOLUME DT PEAK TIME TO
PEAK PEAK
(MIN) (CFS) (MIN) (IN) CHIN) CCFS> (MIN)
.42 5*7.40 370.42 .4* 5.00 547.38 370.00
CONTINUITY SUMMARY (AC-FT) - INFLOW" 104.718 EXCESS',000 OUTFLOW- 98.880 BASIN STORAGE-
VOLUME
(IN)
.4*
6.074 PERCENT ERROR* -.226
AQUA G 3 .36 5961.82 22*.*6 1.77 5.00 5960.85 225.00 1.77
CONTINUITY SUMMARY (AC-FT) - INFLOW- 1159.392 EXCESS- .000 OUTFLOW- 1133.80* BASIN STORAGE" 25.949 PERCENT ERROR* -.031
AQUA H 3 .56 1231.11 191.54 1.76 5.00 1230.57 140.00 1.76
CONTINUITY SUMMARY (AC-FT> - INFLOW- 195.606 EXCESS- .000 OUTFLCU= 194.176 BASIN STORAGE- 1.539 PERCENT ERRCB= -.056
AQUA F 3 .65 1381.16 183.74 1.71 5.00 1379.89 185.00 1.70
CONTINUITY SUMMARY (AC-FT) - INFLOW- 223.558 sXCESS- ,OCO CUTFLCW- 220.277 8ASIN STORAGE- 3.364 PERCENT ERRCR- -.037
AQUA E 3 .34 7353.86 Z22.39 1.73 5.00 7341.56 220.00 1.73
CONTINUITY SUMMARY <AC-FT) - INFLOW= 1486.810 EXCESS- .000 CtTFLCW- 1468.786 BflSIN STORAGE* 18.459 PERCENT :RRCR« -.029
•QUAD 3 .26 7476.20 220.61 1.72 5.00 7*70.95 220.00 1.71
CONTINUITY SUMMARY (AC-FT> - INFLOW* 1510.390 EXCESS- .000 CUTFLCH» 1506.904 BASIN STOR«GE« 3.992 PERCENT ESBCR- -.033
»OUA C 3 .12 7533.03 ?20.26 1.71 5.00 7530.97 225.CO 1.71
CONTINUITY SUMMARY CAC-FT) - INFLOW- 1527.262 EXCESS* .000 CUTFLCW- 1525.643 BASIN STORAGE" 1.835 PERCENT ERRCR- -.015
AQUA B 3 .34 7605.44 226.71 1.69 S.OO 7605.24 225.00 1.69
CONTINUITY SUMMARY CAC-FT) - INFLOW' 1553.156 EXCESS" .000 CUTFLCW. 1536.158 3ASIN STORAGE- 17.163 PERCENT :RBCR= -.011
*** NORMAL END Of HEC-1 ***
*************************«**t*************************
* HATER SURFACE PROFILES *
* VERSION OF NOVEMBER 1976 *
» UPDATED HAY 198* *
* *
* RUN DATE 1-JUL-B9 TIKE 20:45:48 *
**************************«$$****»********************
************»***********»**4****4****»ft
* U.S. ARNT CORPS OF ENGINEERS *
* THE HTDROLOCIC ENGINEERING CENTER «
* 609 SECOND STREET, SUITE 0 *
* DAVIS* CALIFORNIA 95616 *
* <916> 440-2105 (FTS) 4*8-2105 *
******3*******»*»*e«***********«4******
X X XXXXXXX XXXXX XXXXX
XXX XX XX
X X X X X
XXXXXXX XXXX X XXXXX XXXXX
X X X X X
XXX XX X
X X XXXXXXX XXXXX XXXXXXX
l-JUL-89 PAGE
A***********************#»**»*#****«**************HEC2 RELEASE DATED NOV 76 UPDATED MAY 198*
ERROR CORK - 01 ,02,03,04,0«,06
HQDIFlCATia*, - SO,51,E2,53»54,55****************»**»4***********aa*aa********$**4*
TV-IS RUN EXECUTED l-JUL-89 20!45:*.9
C
Tl CALAVERA LAKE CREEK
T2 ZOhE T AND 1CNE 14
T3 HOWARD H. CHAUG, JUNE 1989
Jl
J2
CT
HC
ICHCCK
0.
NPRCF
-1.000
2.000
0.0*0
INQ KINV IDIR
2.0. 0.
IPLOT PRFVS XSECV
0.000 -1
9850.000
0.040
DObNSTREAH FACE
XI
X3
6R
GR
SB
20.000
0.000
44.000
31.000
1.050
8.000
0.000
200.000
335.000
1.800
UPSTREAM FACE OF
XI
X2
XI
X3
GR
GR
CT
XI
X3
GR
GR
GR
XI
K3
GR
GR
GR
GR
20.100
0.000
21.000
0.000
40.000
32.000
2.000
22.000
0.000
43.000
31.000
44.000
23.000
0.000
44.000
32.000
44.000
43.900
0.000
0.000
9.000
0.000
235.000
309.000
8080.000
11.000
0.000
100.000
153.000
417.000
16.000
0.000
100.000
235.000
430.000
763.000
STHT
•1.000000
XSECM
.000 0.000 0.000
9850.000
0.030
OF EL CAMINO
250. OCO
0.000
38.000
36.000
3.000
0.000
0.200
REAL
350.000
220.000
250.000
350.000
150.000
METRIC
0.00
FN
0.000
0.000
0.4QO
0.000
0.000
31.000
44.000
70.000
HVINS
0.0
ALLOC
0.000
0.000
0.000
0.000
370.000
265.000
400.000
4.000
EL CAPIMQ REAL
0.000
1.000
260.000
0.000
40.000
34.000
8080.000
116.000
0.000
42.000
32.000
0.000
2C5.0CO
0.000
44.000
34.000
44.600o.oco
0.000
42.600
336.000
260.000
260.000
324.000
0.000
IBS. 000
116.000
116.000
159.000
0.000
288.000
198.000
198.000
270.000
605.000
0.000
110.000
44.000
190.000
0.000
34.000
40.000
0.000
230.000
0.000
36.000
34.000
0.000
125.000
0.000
42.000
42.000
45.000
0.000
110.000
O.OCO
160.000
360.000
275.000
336.000
O.OCO
190.000
220.000
130.000
185.000
0.000
113. OCO
430.000
205.000
288.000
705.000
0.000
0 WSEL FQ
0. 40.500 0.000
IBW CHMH ITRACE
0.000 0.000 0.000
0.000
0.000
0.000
0.000
29.500
0.000
1020.000
110.000
0.000
170.000
0.000
32.000
42.000
0.000
215.000
0.000
34.000
42.000
0.000
121.000
0.000
32.000
44.000
49.000
0.000
0.000
0.000
0.000
0.000
300.000
0.000
2.000
0.000
0.000
0.000
O.OCO
292.000
360.000
0.000
0.000
0.000
137.000
202.000
0.000
0.000
0.000
228.000
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l-JUL-89 20145:49 PAGE
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l-JUL-89 20:45:49 PAGE
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496.500
520.000
496.503
520.000
496. 500
520.000
496.500
520.000
496.500
520.000
496. 500
520.000
496.500
S20.000
496.500
520.000
496.500
520.000
496.500
520.000
496.500
520.000
496.500
520.000
496.500
520.000
496.500
520.000
496.500
520.000
496.500
0.000
200.000
32. 800
200.000
33.600
200.000
34.400
200.000
35.200
200.000
36.000
200.000
36.800
200.000
37.600
200.000
38.400
200.000
39.200
200.000
40.000
200.000
41.300
200.000
42.700
200.000
44.000
200.000
45.400
200.000
46.700
200.000
48.100
0.000
200. OCO
500. COO
200.000
500. OCO
200.000
500. OCO
200.000
500.000
200.000
500.000
200. OCO
500.000
200.000
500.000
200. OCO
500.000
200.000
500.000
200. OCO
500.000
200.000
500. OCO
200. OCO
500.000
200. oca
SCO. 000
200.000
500.000
200. OCO
500.000
200.000
500.000
O.OCO
2CO.OOO
32.800
200.000
33.600
2CO.OOO
34.400
200.000
35.200
200.000
36.000
200.000
36.800
200.000
37.600
200.000
38.400
200.000
39.200
200.000
40.000
200.000
41.300
200.000
42.700
200.000
44.000
200.000
45.400
200.000
46.700
200.000
48.100
0.000
1.000
503.500
1.000
503. SCO
1.000
503.500
1.000
503.500
1.000
503.500
1.000
503.500
1.000
503.500
1.000
503.500
1.000
503.500
1.000
503.500
1.000
503. SCO
1.000
503.500
1.000
503. SCO
1.000
503.500
l.OCO
503.500
1.000
503.500
0.000
0.000
43. POO
O.OCO
44.600
0.000
45.40C
O.COO
46.200
0.000
47,000
0.000
47.800
0.000
4B.600
0.000
49.400
0.000
50.200
0.000
51.000
0.000
52.300
0.000
53.700
0.000
55.000
0.000
56.400
0.000
57.700
0.000
59.100
0.000
O.OCO
520.000
0.000
520. OCO
0.000
520.000
0.000
520. OCO
0.000
520.000
O.OCO
520.000
0.000
520.000
O.OCO
520.000
0.000
520.000
0.000
520.000
0.000
520.000
0.000
520.000
0.000
520.000
0.000
520.000
0.000
520.000
0.000
520.000
0.000
l-JUL-89 PAGE
SECNO
Q
TIME
SLOPE
OEPTH
QL08
VLOB
XLQBL
CWSEL CRIUS
QCH QRDB
VCH VRDB
XLCH XLCB»
WSELK EG
ALCB ACH
XNL XNCH
ITRIAL IDC
HV HL
AROB VOL
XNR UTN
ICON! COBiR
CLCSS SANK etev
TWA LEFT/BIGHT
ELPIN SSTA
TCPHID ENDST
*PRCF 1
CCHV- 0.200 CEHV* 0.400
*SECNO 20.000
3720 CRITICAL DEPTH ASSUMED
3*70 ENCROACHMENT STATIOKS" 220.0 370.0 TYPE-
OOhNSTREAM FACE OF EL CAHIhO REAL
20.00 8.67 38.17 38.17 40.50 41.56
9850, 0. 9850. 0. 0. 667.
0.00 0.61 14.77 0.61 0.040 0.030
0.007383 0. 0. 0. 0 1*
TARGET'
3.39
0.
0.040
0
0.00
0.
0.000
0.00
150.000
0.00
0.
24.50
102.82
38.00
38.00
248.59
351.41
SPECIAL BRIDGE
522T DOWNSTREAM ELEV IS
SB XK
1.05
XKQR
1.80
36.27 ,NDT
CCFQ
3.00
RDLEN
ISO.00
38.17 HYDRAULIC JU*P OCCURS DOWNSTREAM (IF LOW FLOW CCNTROLS)
BHC
70.00
BWP
4.00
BARE*
1020.00
SS
2.00
ELCHU
29.50
*SECNO 20.100
3301 HV CHANGED MORE THAN HVIhS
CLASS 8 LOW FLOW
3420 BRIDGE W.S.* 37.61 8PIDGE VELOCITY**
EGPRS EGLWC h3 CUEIR CLOW TRAPEZCID
AREA
0.00 *1.73 0.00 0. 9850. 1020. 1208. 42.60 44.00
ELCHD
29.50
14.77 CALCULATED CHANNEL ABEA-, 667.
BAREA TRAPEZCID ELLC ELTRO
20.10
9850.
0.00
0.004504
UPSTftEAH FACE CF EL CAHNO REAL
9.72
11.
1.79
110.
39.22
9828.
12.72
110.
0.0011.
1.79
110.
0.00
6.
0.040
0
41.73 2.51 0.18 0.00 3B.OO
772. *. 2. 0. 38.00
0.030 0.040 0.000 2S.50 239.80
0 0 0.00 120.41 360.20
VSECNO 21.000
l-JUL-89 20:45:*9 PAGE
SECNO
Q
TIME
SLOPE
DEPTH
DLCB
VL09UOBL
CWSEL
CCM
VCM
XLCH
CRIWS
CRQB
VRD8
XLOBR
WSEUK EG
ALCB BCH
XNL XNCH
ITRIAL IDC
HV HL
AROB VOL
XNR WTN
ICONT CORBR
Ot-CSS B4NK. ELEV
TWA LEFT/RIGHT
ELPIN 5STA
TOPWIO ENDST
3280 CROSS SECTION 21.00 EXTEhDED 0.43 FEET
3301 MV CHANGED MORE THAN HVINS
7185 M-INIHUM SPECIFIC ENERGT
3720 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIOKS-
21.00 10.93 39.93
9850. 0. 9723.
0.01 0.00 15.43
0.006323 190. 170.
260.0
39.93
127.
3.70
160.
360.0
0.00
0.
0.000
4
TYPE"
43.58
630.
0.030
8
1 TARGET-
3.65
34.
0.040
0
0.90
5.
0.000o.co
100.000
0.46
1.
29.00
100.00
37.50
37.50
260.00
360.00
*SECNO 22.000
3301 HV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS-
22.00 11.01 42.01
8080. 0. 7639.
0.01 0.00 14.15
0.005452 230. 215.
116.0
0.00
441.
6.47
190.
220.0
0.00
0.
0.000
5
TYPE-
44.98
540.
0.030
0
1 TARGET-
2.97
68.
0.040
0
1.26
8.
0.000
0.00
104.000
0.14
1.
31.00
86.27
42.00
34.00
116.00
202.27
*SECNO 23.000
3265 DIVIDED FLOW
3*01 HV CHANGED MORE THAN HVIKS
3470 ENCROACHMENT STMIChS-
23.00 12.23 43.73
8080. 9. 8040.
0.01 1.82 11.12
0.003079 125. 121.
198.0
0.00
31.
1.68
113.
430.0
0.00
5.
0.040
3
TYPE*
45.68
717.
0.030
0
1 TARGET-
1.S4
18.
0.040
0
0.48
10.
0.000
0.00
232.000
0.21
1.
31.50
144.30
42.00
42.00
198.98
404.20
l-JUL-89 20:45:4?PAGE
SECNO DEPTH
Q QLOB
TIKE VLOB
SLOPE XLOSL
CWSEL
OCH
VCM
XLCh
CRGfi
VKOB
WSELK EG
ALCB *CH
XNL KNCH
ITHIAL IOC
HV ML
•BOB VOL
XMR KTti
ICON! CCRAff
DLCSS BAKU ELEV
TWA LEFT/BIGHT
ELKIN SSTATOPWID ENDST
*SECNO 24.000
3301 HV CHANGED WORE THAN HVINS
3*70 ENCRCiCHfEM STATIONS
2*.00 11.57
80BO. 0.
0.02 0.00
0.005193 145.
*SECNO 25.000
3280 CROSS SECTION
3470 ENCROACHMENT STATIONS
25.00 11.45
8080. 31.
0.02 1.37
0.004209 165.
OKS-
3.87
OC1.
3.03
137.
2S.OO
OKS-
4.85
0*9.
2.46
157.
300.0
43.27
79.
2.56
120.
EXTENDED
300.0
0.00
0.
0.00
145.
450.0
0.00
0.
0.000
4
0.35
500.0
0.00
22.
0.040
3
TTPE-
46.48
614.
0.030
6
FEET
TYPE-
47.25
646.
0.030
0
1 TARGET
2.61
31.
0.040 0
0
1 TARGET
2.40
0.
0.000 0
0
•
0.54
12.
.000
0.00
z
0.73
14.
.000
0.00
150.000
0.27
2.
32.30
117.53
200.000
0.04
2.
33.40
129.46
44.00
42.00
3C8.30
425.82
44.00
100000.00
370.54
500.00
*SECNO 26.000
3280 CROSS SECTION 26.00 EXTENDED 0.29 FEET
3301 HV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS-
26.00 11.18 46.68
3080. 58. 7634.
0.03 1.44 10.64
0.002638 305. 305.
*SECNC 27.000
3470 ENCROACHMENT STATIONS-
27.00 11.71 47.71
8080. 357. 7658.
0.03 3.42 9.46
0.002041 245. 245.
440.0
0.00
189.
3.21
302.
580.0
0.00
£6.
1.66
245.
650.0
0.00
40.
0.040
2
750.0
0.00
104.
0.040
2
TYPE*
48.39
73«.
0.030
0
TYPE-
49.04
609.
0.030
0
1 TARGET
1.71
59.
0.040 0
0
X
1.00
19.
.000
0.00
1 TARGET"
1.33
40.
0.040 0
0
0.57
24.
.COO
0.00
210.000
0.14
3.
35.50
196. B2
170.000
0.08
4.
36.00
170.00
44.00
44.00
453.18
650.00
44.00
46.00
580.00
750. 00
l-JUL-69 20:45:49 PAGE
SECNO DEPTH CWSEL
Q OLOB CCH
TIKE VLQB VCH
SLOPE XL06L XLCH
4SECNC 28.000
3*70 ENCROACHMENT STATIONS-
28.00 11.44 40.4*
8080. 457. 7618.
0.04 2.75 8.80
0.001922 254. 254.
*SECKO 29.000
3470 ENCROACHMENT STATIONS"
29.00 11.46 49.06
8060. 388. 7678.
0.05 2.42 8.12
0.001413 262. 264.
*S£CNQ 30.000
3470 ENCROACHMENT STATIONS*
30.00 10.98 49.28
8080. 278. 7712.
0.06 2.10 B.2B
0.001528 150. 168.
*SECNO 31.000
3470 ENCROACHMENT STATIONS*
31.00 10.73 49.43
8080. 308. 7772.
0.06 2.51 8.71
0.001835 127. 130.
•SECNO 32.000
3470 ENCROACHMENT STAT10NS-
32.00 9.98 49.78
8080. 0. 8080.
0.07 0.00 10.01
0.002982 265. 260.
CRUS
QRCfi
VRCB
XLOBR
750.0
0.00
5.
0.76
254.
800.0
0.00
14.
0.92
266.
900.0
0.00
20.
1.20
185.
950.0
0.00
0.
0.00
137.
11BO.O
0.00
0.
0.00
253.
WSELK
BLOB
XNL
ITPIAL
950.0
0.00
166.
0.040
2
1000.0
0.00
160.
0.040
2
1100.0
0.00
132.
0.040
2
1150.0
0.00
123.
0.0*0
2
1380.0
0.00
0.
0.000
2
EG
ACM
XNCH
IDC
TTPE-
49.58
866.
0.030
0
TYPE-
50.04
945.
0.030
0
TTPE-
50.31940.
0.030
0
TYPE"
50.57
893.
0.030
0
TYPE"
51.34
807.
0.030
0
HV
ABOB
XNR
ICON!
HL
VOL
UfH
CORAR
1 TARGET-
1.14
7.
0.040
0
0.50
30.
O.COO
o.oo
1 TARGET-
0.36
15.
0.040
0
0.43
37.
0.000
0.00
1 TARGET*
1.03
17.
0.040
0
0.25
*1.
0.000
0.00
1 TARGET-
1.14
0.
0.000
0
0.22
44.
0.000
0.00
1 TARGET-
1.56
0.
O.OCO
0
0.60
50.
0.000
0.00
OLCSS
TWA
ELKIh
TCPWIO
200.000
0.04
6.
37.00
20C.OO
200.000
0.03
7.
37.60
198.22
200.000
C.02
8.
38.30
200.00
200.000
0.04
8.
3B.TO
168.69
200.000
0.17
9.
39.80
110.20
BAhK ELE
LEFT/PIGMT
SSTA
END5T
46.00
48.00
750.00
9*0.00
46.00
46.00
SCO. 00
998.22
46.00
4S.OO
9CO.OO
1100.00
46.00
50.00
9SO.OO
1119.69
:o.oo
54.00
1255.49
1365.69
l-JUL-89 20:*5:*9 PAGE 10
SECNQ DEPTH CWSEL CBIfcS
0 QLOB QCH QRGB
TIKE VLDB VCH VRC8
SLOPE XLQBL XLCH XLCBR
HSELK EG
ALdB ACH
XNL XNCH
ITRIAl IDC
HV HL OLCSS BANK ELEV
AROfl VOL TWA LEFT/RIGHT
XNR U1H ELMIN SSTA
ICONT CORAR TOPWIO ENDST
*SECNO 33.000
3301 MV CHANGED MORE THAN HVIKS
3685 20 TRIALS ATTEMPTED USEL,CUSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3*70 ENCROACHMENT STATIOKS-
33.00 11.35 SI.25
SOBO. IT. 8063.
0.07 2.28 15.04
0.007036 52. 45.
1180.0
51.25
0.
0.00
4S.
1350.0
0.00
7.
0.0*0
20
TYPE-
5*. 76
536.
0.030
3
1 TARGET-
3.50
0.
O.OCO
0
0.20
SO.
0.000
0.00
170.000
0.78
9.
39.90
85.60
50.00
54.00
1187.08
1272.68
*SECNO 34.000
3665 20 TRIALS ATTEMPTED WSELtCWSEL
3693 PROSABLS MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIONS"
34.00 10.29 52.79
8080. 0. 8080.
0.07 0.00 15.22
0.007*6* 135. 130.
1250.0
52.79
0.
0.00
125.
1*20.0
0.00
0.
0.000
20
TYPE-
56.39
531.
0.030
11
1 TARGET-
3.60
0.
O.OCO
0
0.9*
52.
0.000
0.00
170.000
0.04
9.
42.50
75.13
56.00
56.00
1264.73
1339.67
*SECNQ 35.000
3301 HV CHANGED MORE THAN HVIKS
3*70 ENCROACHMENT STATIONS- 1251.0
35.00 11.60 54.60 0.00
80BO. 0. 8078. 2.
0.07 0.00 12.75 1.15
0.00*780 91. 88. 68.
1*00.0 TTPE-
0.00 57.12
0. 63*.
0.000 0.030
* 0
1 TARGET-
2.52 0.52
2. 53.
0.0*0 0.000
0 0.00
1*9.000
0.21
9.
43.00
89.81
58.00
5*.00
1258.64
1348.*5
*SECNO 36.000
3301 HV CHANGED MORE THAN HVUS
i i I i I I I i I i i I i I i I i I I I i I i I i t
I-JUL-89 20:45:49 II
SECNO DEPTH CWSEL
Q QIOB QCH
TIME VLDB VCH
SLOPE XLOBL XLCh
CfilWS WSELK EG
QRC6 ALCB ACH
VRC8 XM. XNCH
XLCBR ITRIAL IDC
HV ML
ARCS VOL
XNR UTN
ICON7 CORAR
OLCSS BAMl ELEV
ThA LEFT/RIGHT
ELfIN SSTA
TQPWID ENOST
3*70 ENCROACHMENT ST«TIOkS-
36.00 12.10 56.00
BOSO. 0. 8090.
O.OB 0.00 10.460.002856 121. 114.
1235.0
0.00
0.
0.00
107.
1350. 0
0.00
0.
0.000
3
TTPE-
57.70
772.
0.030
0
1 TARGET-
1.70
0.
O.OCO
0
0.41
55.o.coo
0.00
115.000
0.16
10.
4?. 90
93.99
£8.00
56.00
1239.00
1333.00
4SECNO 37.000
3301 HV CHANGED MORE THAN HVIHS
3470 ENCROACHMENT STATIONS" 1300.0 1520.0 TYPE-
37.00 11.31 55.81 0.00 0.00 58.37
8080. 0. 8080. 0. 0. 629.
0.08 C.OO 12.84 0.00 0.000 0.030
0.004673 96. 90. 85. 3 0
1 TARGET-
2.56 0.32
0. 56.
0.000 0.000
0 0.00
220.000
0.3* 56.00
10. 56.00
44.50 1423.40
79.26 1502.65
SPECIAL BRIDGE
5227 DOWNSTREAM ELEV IS
SB XK
1.20
XKOR
1.25
53.98 .NOT
COFQ
3.00
*SECNO 33.000
3301 HV CHANGED HORE THAN HVIKS
PRESSURE AND UEIA FLCH
ROLEN
0.00
55.81 HYDRAULIC JUNP OCCURS DOWNSTREAM CIF LOW FLOW CONTROLS)
BMC
39.00
BMP
1.70
BAREA
396.00
SS
0.00
EICMU
44.50
ELCHO
44.50
EGPRS
63.69
EGLWC
61.29
H3
0.00
CHEIR
251«.
OPR
5596.
BAREA
396.
TRAPEZDIO
AREA
417.
ELLC
56.00
ELTRD
58.00
3470 ENCROACHMENT STATIOKS-
38.00 13.69 58.19
8080. 87. 7993.
0.08 2.27 9.85
0.002002 46. 46.
1400.0
0.00
0.
0.00
46.
1500.0
0.00
36.
0.040
3
TYPE"
59.69
811.
0.030
0
1 TARGET"
1.49
C.
0.000
5
1.32
57.
0.000
0.00
100.000
0.00
10.
44.50
100.00
56.00
100000.00
14CO.OO
15CO.OO
t i i i i i i i I i i I i i t i i i i t i t i ft l i i f I i
l-JUL-89 PAGE 12
SECNQ DEPTH
Q QLOB
TIfE VLDB
SLOPE KLOBL
CWSEU
GCH
VCM
XLCh
CRIUS
QRC6
vnce
XLCBR
WSELK EG
ALOe ACH
XNL KNCH
ITfiliL IDC
HV ML CLCSS SAMC ELEV
ARCB VOL TU« LEFT/RIGHT
XNR WTN ELMIN SST«
ICON! CORAR TOFHID ENDST
*S£CNO 39.000
3265 DIVIDED FLOW
3301 HV CHANGED MORE THAH HVUS
39.00 12.97 59.17 0.00 0.00 59.93 0.77 0.10 0.15 56.00
9000. 566. 5635. 1797. 346. 692. 537. £9. 11. 56.00
0.08 1.64 9.14 3.35 0.035 0.030 0.035 0.000 46.20 260.14
0.001373 61. 62. 68. 4 0 0 0.00 706.95 1617.01
•SECNQ 40.000
3685 20 TRIALS ATTEMPTED USEL.CUSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3T20 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIONS'
40.00 12.31 59.31
8000. 431. 4769.
0.09 1.94 10.43
0.002807 69. 78.
1050.0
59.31
2800.
4.07
87.
1670.0
0.00
222.
0.035
20
TYPE-
60. '1
457.
0.030
10
1 TARGET-
1.10
686.
0.035
0
0.15
62.
0.000
0.00
620.000
0.13
12.
47.00
620.00
58.00
56.00
1050.00
1670.00
*SECNO 41.000
3685 20 TRIALS ATTEMPTED WSEL.CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIONS-
41.00 12.15 60.35
8000. 1704. 4597.
0.09 2.91 9.81
0.002*05 112. 120.
940.0
60.35
1699.
2.92
125.
1700.0
D.OO
586.
0.035
20
TYPE-
61.26
469.
0.030
6
1 TARGET-
0.91
581.
0.035
0
0.31
66.
0.000o.oo
760.000
0.04 58.00
14. 56.00
48.20 940.00
760.00 1700.00
CCHV- 0.100 CEHV
*SECND -21.000
START TPIB COUP
-21.000
-21.00
1740.
0.10 0.00
0.008071 200,
0.300
21.000 39.933
7.93 39.93 0.00
0. 1740. 0.
11.61
200.
0.00
200.
0.00 42.02 2.09 0.00 0.00 43.00
0. 150. 0. 70. 15. 43.00
0.000 0.030 O.OCO 0.000 32.00 464.60
000 0.00 3C.80 515.40
I I I I I i I I I I I I I I I I i I I i I Iflllilillliii
l-JUL-89 PAGE 13
SeCNO DEPTH
Q 0108
TIKE VLOB
SLOPE XLOBL
CMSEL CKIKS
GCH QOCB
VCH VRCB
XLCH XLOGR
WSELK EG
ALDB ACH
XNL XNCH
ITRIAL IOC
HV ML
AROB VOL
XNR UTN
ICONT CORAR
OLOSS BANK ELEV
TWA LEFT/RIGHT
ELfIN SSTA
TOPWID ENCST
tSECNO 1.000
3301 HV CHANGED MORE THAfc HVtKS
1.00
1740.
0.10
0.004293
*SECNO 2.000
2.00
1740.
0.11
0.004131
*SCCNO 3.000
3.00
1740.
0.11
0.004060
*SECNO 4.000
4.00
1740.
0.12
0.004033
tSECNO 5.000
5.00
1740.
0.13
0.004021
*SECNO 6.000
6.00
1740.
0.13
0.004012
9.15
0.
0.00
200.
9.2S
0.
0.00
200.
9.27
0.
0.00
200.
9.28
0.
0.00
200.
9.29
0.
0.00
200.
9.30
0.
0.00
200.
41.95
1740.
9.16
200.
42.83
1740.
9.03
200.
43.67
1740.
8.97
200.
44.46
1740.a. 95
200.
45.29
1740.
8.94
200.
46.10
1740.
8.94
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
0.000
2
0.00
0.
0.000
2
0.00
0.
0.000
0
0.00
0.
0.000
0
0.00
0.
0.000
0
0.00
0.
0.000
0
43.25
190.
0.030
0
44.10
193.
0.030
0
44.92
194.
0.030
0
45.73
194.
0.030
0
46.53
195.
0.030
0
47.34
195.
0.030
0
1.30
0.
0.000
0
1.27
C.
0.000
0
1.2S
0.
0.000
0
1.24
0.
0.000
0
1.24
0.
O.OCO
0
1.24
0.
O.OCO
0
1.15
71.
0.000
0.00
0.84
71.
0.000
0.00
0.82
72.
0.000
0.00
0.81
73.
O.COO
0.00
0.91
74.
0.000
0.00
0.80
75.
0.000
0.00
o.oa
16.
32.80
3*.47
0.00
16.
33.60
34.71
0.00
16.
34.40
34.82
0.00
16.
35.20
34.86
0.00
16.
36.00
34.88
0.00
16.
36. BO
34.89
43.80
43. BO
482.76
517.24
44.60
44.60
482.65
517.35
45.40
45.40
482.59
517.41
46.20
46.20
462.57
517.43
47.00
47.00
482.56
517.44
47.80
47.80
482.55
517.45
i i t i Illlllllitlli!fillllltlilili i i i
l-JUL-89 20:45:49 PAGE 14
SECNO
0
TIHE
SLOPE
*SECNO 7.
7.00
1740.
0.14
0.00400S
*SECNO 8.
8.00
1740.
0.1S
0.004002
*SECNO 9.
9.00
1740.
0.15
0.004001
*SECNO 10
10.00
1740.
0.16
0.004000
*SECNO 11,
11.00
1740.
0.16
0.005347
DEPTH
OLOB
VLOB
UOBL
000
9.30
0.
0.00
200.
000
9.30
0.
0.00
200.
000
9.30
0.
0.00
200.
.000
9.30
0.
0.00
200.
.000
8.71
0.
0.00
200.
CWSEL
QCH
VCH
XLCH
46.90
1740.
8.93
200.
47.70
1740.
8.93
200.
48.50
1740.e.93
200.
49.30
1740.
8.93
200.
50.01
1740.
9.95
200.
CRIUS
QROB
VROB
XLOBR
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
O.QQ
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
WSEIK
ALOB
XM
ITRIAL
0.00
0.
0.000
0
0.00
0.
0.000
0
0.00
0.
0.000
0
0.00
0.
0.000
0
0.00
0.
0.000
2
EG
*CH
XNCH
IDC
48.14
195.
0.030
0
48.94
195.
0.030
0
49.74
195.
0.030
0
50.54
195.
0.030
0
51.55
175.
0.030
0
HV
ARQ9
XNR
ICONT
1.24
0.
0.000
0
1.24
0.
0.000
0
1.24
0.
o.oco
0
1.24
0.
0.000
0
1.S4
0.
O.OCO
0
HL
VOL
hTN
CCRAR
0.80
76.
0.000
0.00
0.80
77.
0.000
0.00
0.10
78.
0.000
0.00
0.80
79.
0.000
0.00
0.92
79.
0.000
0.00
OLCSS
TWA
ELHIN
TCPWIO
0.00
16.
37.60
34.90
0.00
IT.
38.40
34.91
0.00
17.
39.20
34.91
0.00
17.
40.00
34.91
0.09
17.
41.30
33.14
BAMC ELEV
LEFT/HIGHT
SSTfl
ENCST
48.60
48.60
482.55
517.45
49.40
49.40
482.55
517.45
50.20
50.20
482.55
517.45
51.00
51.00
482.55
517.45
52.30
52.30
483.43
516.57
*SECNO 12.000
12.00
1740.
0.17
0.006564
9.32
0.
0.00
200.
51.02
1740.
10.7*
200.
0.00
0.
0.00
200.
0.00
0.
0.000
2
52.81
162.
0.030
0
1.79
0.
0.000
0
1.18
80.
0.000
0.00
0.08
17.
42.70
31.95
53.70
53.70
484.02
515.98
iiliiililiifiiii I l I i I i t I i I i i i i i i i
l-JUL-89 20:45149 15
SECNO DEPTH CWSEL
Q GLOB QCH
TIME VLD8 VCH
SLOPE XLOflU JtLCH
4SECNC 13.000
13.00 9.34
1740. 0.
0.17 0.00
0.006510 200.
•SECNO 14.000
14.00 8.22
1740. 0.
0.000.18
0.006908 200.
*SECNO 15.000
15.00 8.36
1740. 0.
0.18 0.00
0.006402 200.
*SECNO 16.000
16.00 8.22
1740. 0.
0.19 0.00
0.006906 200.
52.34
1740.
10.71
200.
53.62
1740.
10.95
200.
5S.06
1740.
10.64
200.
56.32
1740.
10.95
200.
CfilkS
QftOB
VRQB
XLCBR
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
0.00
0.
0.00
200.
U5EL.K
it. OB
XNL
ITRIAL
0.00
0.
0.000
2
0.00
0.
0.000
2
0.00
0.
0.000
2
0.00
0.
0.000
2
EG
1CH
XNCM
IOC
54.12
162.
0.030
0
55.48
159.
0.030
0
56.82
163.
0.030
0
58. IB
159.
0.030
0
HV
ARCS
XNR
ICONT
1.78
0.
0.000
0
1.66
C.
0.000
0
1.76
0.
0.000
0
1.86
0.
0.000
0
HL
VOL
WTN
CQR4R
1.31
81.
0.000
0.00
1.34
82.
0.000
0.00
1.33
82.
0.000
0.00
1.33
83.
O.COO
0.00
OLCSS
TWA
ELHIH
TDPWIO
c.oo
17.
44.00
32.00
C.02
18.
45.40
31.66
0.01
18.
46.70
32.09
0.03
IB.
48.10
31.66
BAKK ELE
LEFT/RIGHT
SSTA
ENDST
55.00
55.00
484.00
516.00
56.40
56.40
484.17
515.83
57.70
57.70
483.95
516.05
59.10
59.10
484.17
515.83
i i I I I I i i i i I i I i I I i i I I i I i i 1 ! i i
l-JUL-89 20:45:49 PAGE 16
TUS BUN EXECUTED l-JUL-59 20:4£:07
**************************************************HEC2 RELEASE DATED NOV 76 UPDATED HAT 1984
ERROR CORK - 01 ,02,03.04,05t06
MODIFICATION - 50,51,£2.53,54,55
A*************************************************
NOTE- ASTERISK c*) AT LEFT of CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
HOWARD H. CHANG, JUN
SUMMARY PRINTOUT TABLE 150
*
*
*
*
*
secNO
20.000
20.100
21.000
22.000
23.000
24.000
25.000
26.000
27.000
28.000
29.000
30.000
31.000
32.000
33.000
34.000
35.000
XLCH
0.00
110.00
170.00
215.00
121.00
137.00
157.00
305.00
245.00
254. CO
264.00
16B.OO
130.00
260.00
45.00
130.00
88.00
ELTRD
0.00
44.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ELLC
0.00
42.60
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ELHIN
29.50
29.50
29.00
31.00
31.50
32.30
33.40
35.50
36.00
37.00
37.60
38.30
38.70
39.80
39.90
42.50
43.00
0
9850.00
9850.00
9850.00
8080.00
8080.00
8080.00
8080.00
6080.00
6080.00
8080.00
8080.00
8080.00
8080.00
8080.00
8080.00
8080.00
8080.00
CWSEL
38.17
39.22
39.93
42.01
43.73
43.87
44.85
46.68
47.71
48.44
49.06
49.28
49.43
49.78
51.25
52.79
54.60
CRIWS
38.17
0.00
39.93
0.00
0.00
43.27
0.00
0.00
0.00
0.00
0.00
0.00
O.OC
0.00
51.25
E2.79
0.00
EG
tl.56
41.73
43.58
44.98
45.68
46.48
47.25
48.39
49.04
49.58
50.04
50.31
50.57
51.34
54.76
56.39
57.12
10K*S
73.83
45.04
63.23
54.52
30.79
51.93
42.09
26.38
20.41
19.22
14.13
15.28
18.35
29.82
70.38
74.64
47.60
VCH
14.77
12.72
15.43
14.15
11.22
13.03
12.46
10.64
9.46
8.80
8.12
8.28
8.71
10.01
15.04
15.22
12.75
ARE*
667.14
784.95
664.55
6C7.99
740.28
644.99
668.41
834.83
953.12
1038.68
1120.92
1088.74
1015.66
607.29
543.69
531.02
635.29
.OIK
1146.37
1467.7*
1238. 7T
1094.30
1456.13
1121.27
1245.44
1573.12
1788.59
1842.85
2149.77
2066.75
1BS6.47
1479.56
963.12
935.26
116B.64
I I I I ililillllii!I i I i I I I I i I I I i I i I I
l-JUl-89 PAGE 17
SECNO
36.000
37.000
* 38.000
39.000
* 40.000
* 41.000
-21.000
1.000
2.000
3.000
4.000
5.000
6.000
7.000
8.000
9.000
10.000
11.000
12.000
13.000
14.000
15.000
16.000
XLCH
114.00
90.00
46.00
62.00
78.00
120.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
ELTBD
0.00
0.00
58.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ELLC
0.00
0.00
56.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ELKIN
43.90
44.50
44.50
46.20
47.00
48.20
32.00
32.80
33.60
34.40
35.20
36.00
36.80
37.60
38.40
39.20
40.00
41.30
42.70
44.00
45.*0
46.70
48.10
Q
8080. OC
8080.00
8080.00
8000. CC
8000.00
8000.00
1740. CO
1740.00
1740.00
1740.00
17*0.00
17*0.00
1740.00
17*0. OC
1740.00
17*0.00
1740.00
174Q.OO
17*0.00
1740.00
17*0.00
1740. CC
1740.00
CWSEL
56.00
55.81
58.19
59.17
59.31
60.35
39.93
41.95
42.83
*3.67
44.48
45.29
46.10
46.90
47.70
48.50
49.30
50.01
51.02
52.34
53.62
55.06
56.32
CRIHS
0.00
0.00
0.00
0.00
59.31
60.35
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
EG
57.70
58.37
59.69
59.93
60.41
61.26
42.02
43.25
44.10
44.92
45.73
46.53
47.3*
48.1*
48.9*
*9.7*
50.5*
51.55
52.81
54.12
55.48
56.82
58.18
10KSS
28.56
46.73
20.02
13.73
28.07
24.05
80.71
42.93
41.31
40.60
40.33
*0.21
*0.12
*0.05
40.02
40.01
40.00
53.47
65.64
65.10
69.08
64.02
69.06
VCM
10.46
12.84
9.85
3.14
10.43
9.81
11.61
9.16
9.03
8.97
8.95
8.9*
8.9*
8.93
8.93
8.93
8.93
9.95
10.74
10.71
10.95
10.6*
10.95
AREA
772.30
629.4*
849.59
1575.70
1367.37
1635.61
149.93
169.87
192.62
193.88
194.35
194.57
19*. 73
19*. 85
194.92
194.9*
19*. 9*
174.88
161.98
162.47
158.91
163.50
158.93
.OIK
1511.8*
1182.01
1E05.75
2158.91
1510.08
1631.**
193.68
265.57
270.73
273.09
273.99
27*. 40
274.70
27*. 93
275.06
275.10
275.10
237.95
21*. 77
215.65
209.35
217. *7
209.38
I I I I I I I I I I I I I I I iiiilililillliijii
l-JUL-89 20:45:49 PAGE 18
HOWARD H. CHAM;, JUN
SUMMARY PRINTCJT TABLE 150
*
*
*
*
*
a
*
«
5ECNO
20.000
20.100
21.000
22.000
23.000
24.000
25.000
26.000
27.000
28.000
29.000
30.000
31.000
32.000
33.000
34.000
35.000
36.000
37.000
38.000
39.000
40.000
41.000
-21.000
Q
9850.00
9850.00
9B50.00
8080.00
8080. CO
8080.00
8080.00
8060.00
8080.00
8080.00
8080.00
8080.00
8080.00
8080.00
80BO.OO
8080.00
8080.00
8080.00
8080.00
8080.00
8000.00
6000.00
8000.00
1740.00
CUSEL
38.17
39.22
39.93
42.01
43.73
43.87
44.85
46.68
47.71
48.44
49.06
49.28
49.43
*9.7B
51.25
52.79
5*. 60
56.00
55.61
58.19
59.17
59.31
60.35
39.93
DIFHSP
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
DIFWSX
0.00
1.06
0.71
2.08
1.72
0.14
0.98
1.83
1.03
0.73
0.63
0.22
0.15
0.35
1.47
1.54
1.81
1.40
-0.19
2.38
0.97
0.14
1.04
-20.41
DIFKWS
-2.33
0.00
o.co
o.oc
0.00
0.00
0.00
0.00
0.00
0.00
0.00
o.oc
0.00
0.00
0.00
o.co
o.oc
o.cc
0.00
0.00
0.00
o.oc
0.00
0.00
TOPWID
102.82
120. *1
100.00
86.27
144.30
117.53
129.46
196.82
170.00
200.00
198.22
200.00
168.69
110.20
as. 60
75.13
89.81
93.99
79.26
100.00
706.95
620.00
760.00
30.80
XLCM
0.00
110.00
170.00
215.00
121.00
137.00
157.00
305.00
245.00
254.00
264.00
168.00
130.00
260.00
45.00
130.00
68.00
114.00
90.00
46.00
62.00
78.00
120.00
200.00
I i I i I i I I I I I I I I I I ] 1 i i i I 1 I I I l I I i I I
I-JUL-89 20145:49 PAGE 19
SECNO
1.000
2.000
3.000
4.000
5.000
6.000
7.000
8.000
9.000
10.000
11.000
12.000
13.000
14.000
15.000
16.000
0
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
1740.00
CWSEL
41.95
42. S3
43.67
44. 48
45.29
46.10
46.90
47.70
48.50
49.30
SO. 01
51.02
52.34
53.62
55.06
56.32
DIFWSP
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
DIFhSX
2.01
O.B8
O.S4
O.B2
0.61
0.81
0.80
0.80
0.80
0.80
0.71
1.00
1.32
1.28
1.44
1.26
OIFKHS
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
TOPKID
34.47
34.71
34.62
34. 86
34.88
34.B9
34.90
34.91
34.91
34.91
33.14
31.95
32.00
31.66
32.09
31.66
XLCM
2CO.OO
200.00
200.00
2CO.OO
200.00
2CO.OO
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
200.00
till I I i I I I I I I 1 i 1 1 I 1 I I I I I I I i i I I I
l-JUL-89 PAGE
SUMMARY CF ERRORS AND SPECIAL NOTES
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTION
CAUTIONCAUTION
CAUTION
CAUTION
CAUTION
SECNC-
SECNO»
SECNO"
SECNO*
SECNO-
SECNO-
SECNC-
SeCNO-
SECNQ-
SECNC-
SECNC-
SECNO"
SECNO-
SECNC-
SECNO-
SECNC-
SECNO"
20.000
20.100
21.000
21.000
33.000
33.000
33.000
34.000
34.000
34.000
38.000
40.000
40.000
40.000
41.000
41.000
41.000
PRCFILE*
PROFILE"
PROFILE-
PROFILE"
PROFILE-
PROFILE-
PROFILE*
PROFILE-
PROFILE"
PROFILE-
PROFILE"
PROFILE-
PROFILE-
PBDFILE-
PROFILE-
PROFILE-
PROFILE"
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
CRITICAL DEPTH
HYDRAULIC JUMP D.S.
CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY
CRITICAL DEPTH ASSUMED
PROBABLE MINIMUM SPECIFIC ENERGY
20 TRIALS ATTEMPTED TO BALANCE USEL
CRITICAL DEPTH ASSUMED
PROBABLE MINIMUM SPECIFIC ENERGY
20 TRIALS ATTEMPTED TO BALANCE hSEL
HYDRAULIC JUMP O.S.
CRITICAL DEPTH ASSUMED
PROBABLE MINIMUM SPECIFIC ENERGY
20 TRIALS ATTEMPTED TO BALANCE MSEL
CRITICAL DEPTH ASSUMED
PROBABLE MINIMUM SPECIFIC ENERGY
20 TRIALS ATTEMPTED TO BALANCE MSEL