HomeMy WebLinkAbout3466; OLIVENHAIN RD WIDENING & REALIGNMENT; DRAINAGE STUDY FOR ENCINITAS CREEK; 1991-05-01DRAINAGE STUDY FOR
ENCINITAS CREEK
Prepared for
Fieldstone/La Costa Associates
P.O. Box 9000-266
Carlsbad, CA 92009
Prepared by
Howard H. Chang
Ph.D., P.E.
May, 1991
EXECUTIVE SUMMARY (1)
INTRODUCTION (5)
INPUT DATA FOR HEC-1 STUDY (7)
ifi. SITE SELECTION AND HYDROLOGIC DESIGN FOR
DETENTION BASIN D (9)
IV. RESULTS OF HYDROLOGY STUDY (10)
V. COMPARISON OF THIS HYDROLOGY STUDY WITH
PREVIOUS STUDIES (12)
VI. EVALUATION OF DRAINAGE FACILITIES
Method of Evaluation
Results of Evaluation -
VII. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENTS (18)
VIII. REFERENCES
LIST OF FIGURES
FIGURES
APPENDIX A. COMPUTATION OF LAG TIME AND BASIN D OUTFLOW
APPENDIX B. INPUT/OUTPUT LISTINGS FOR HEC-1 STUDY
APPENDIX C. IN[UT/OUTPUT LISTINGS FOR HEC-2 STUDY
ATTACHMENTS
Pocket #1 - Encinitas Creek Drainage Exhibit Prepared by Project Design
Consultants, November 16, 1990
Pocket #2 A. Conceptual Plan of Detention Basin 'D' - y 1991 -
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DRAINAGE STUDY FOR ENCINITAS CREEK
EXECUTWE SUMMARY
A drainage study for the drainage basin of Encinitas Creek has been made. The
purpose of the study is to obtain the 100-year flood discharges of the creek and its major
tributaries. Existing. drainage facilities along the main streams have been evaluated.
Recommendations have also been made in order to solve the drainage inadequacies within
the stream system. The drainage study considers the ultimate development under the
established development constraints, so that the results are also valid in the long term.
Under the existing conditions of Encinitas Creek prior to the construction of new
floodwater detention basins, two existing facilities have been found to be inadequate in
passing the design flow, these are
The box culverts at La Costa Avenue, and
the El Camino Real bridge near Olivenhain.
Because of the insufficient sizes of such facilities, the 100-yr flood will overtop the roads and
flood adjacent areas.
The design flows of the creek, however, may be reduced by floodwater detention
basins. Such basins also enhance ground-water recharge and wildlife habitats. Two such
basins are already in place and a additional one will be constructed in the near future.
There also exists another suitable site for a fourth detention basin. A total of four
floodwater detention basins are in the picture, these are:
(iiiAT. This existing basin as shown in Fig. 1 is located in subbasin 6A just above the
Calle Barcelona Road crossing. The basin is created by the road embankment of Calle
Barcelona; the double 60-inch RCP under the road controls the outflow of the basin.
(BfnTB- This existing basin as shown in Fig. 1 is located in subbasin 6 near the corner of
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Olivenhain Road and Rancho Santa Fe Road. It was constructed as a part of the nearby
subdivision development.
I Basin C - This basin which should soon be constructed is located in La Costa Southwest II;
its location is within subbasin 11 in Fig. L. The 100-yr inflow discharge of 602 cfs to the
basin is attenuated to 170 cfs by the basin.
I CTTEhe selected site of this potential basin is in subbasin 7 as shown in Fig. 1. It is
south of Olivenhain Road, just west of Rancho Santa Fe Road and east of the subdivision
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Bridgewater. The dam and spillway of the basin is located at the downstream outlet. The
extent of the basin coincides with the existing floodway boundary. This open space area is
selected in consideration of the following factors: (1) It may provide adequate flood
attenuation such that the reduced discharge may pass through the bridge at El Camino Real,
the basin does not take additional usable land since it is in the existing floodway, and
other sites are less effective for floodwater storage.
The flood discharges of the drainage system have been computed for different basin
status. For each case, the drainage conditions are assessed. The specific problem areas and
their solutions are described in the following.
Box culverts at La Costa Avenue - Drainage under La Costa Avenue is provided by the
triple 12 by 8 concrete box culverts. These culverts are basically free of siltation. The study
results pertaining to these culverts indicate the following:
The box culverts have inadequate capacity under the natural conditions of Encinitas
Creek without detention basins.
The box culverts will be adequate with detention basins A, B and C in place, subject to
recommended minor improvements described later.
Floodwater detention basin D will enhance the drainage condition at the box culverts.
The road surface of La Costa Avenue is not even in elevation in the vicinity of the
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culverts. The surface area directly above the culverts is higher and the elevation drops in
both east and west directions. Under this situation, even though floodwater may not overtop
the roadway directly above the culverts, it may still overtop the roadway on both sides.
Overtopping of the roadway should be prevented; it may be accomplished by one of the
following measures:
construction of a earth berm on the upstream side of La Costa Avenue to contain the
100-year flood with a freeboard of at least one foot.
a raise of the adjacent roadway elevation.
Channel reach west of El Camino Real and south of Olivenhain - This short channel reach
is along the south branch of Encinitas Creek upstream of the east branch, with a length of
about 1,000 feet. Since the publication of the floodplain map in 1982, the floodway area
near the confluence has been filled, to an average elevation slightly above the roadway
elevation of El Camino Real. This landfill has some definite effects on the drainage
through this channel reach and the 1982 floodway.
I Cross sections used in the 1982 County study have been revised to reflect recent
I siltation of the stream bed and the landfill. Computed results along this reach show that
the roadway is not subject to inundation under the 100-year flood of Encinitas Creek.
I However, the landfill has invalidated the 1982 floodplain study; it pushes the floodplain
boundary toward the agricultural field on the west side of the channel. A new floodplain
I study is recommended. The new study will delineate the floodplain and floodway
boundaries under the actual channel configuration.
El Camino Real Bridge near Olivenhain L This bridge which drains the east branch of
Encinitas Creek is located near the intersection of El Camino Real and Olivenhain. The
stream bed at the bridge crossing is now silted to the elevation of 75 feet. Siltation has
significantly reduced the drainage capacity through the bridge opening. The existing
floodplain map also shows that this part of El Camino Real is within the floodway.
Drainage through the El Camino Real bridge has been evaluated for different
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conditions. For each case, the computed water-surface elevation at the upstream face of the
bridge is compared with the roadway elevation. It may be concluded from this comparison
that the bridge does not have adequate capacity under the existing conditions with
floodwater detention basins A and B in place, but it will have sufficient capacity after
detention basin D is constructed.
The drainage capacity of the bridge may also be improved to the 100-year flood
standard without the construction of detention basin D. The alternative is of the
stream channel in the vicinity of the bridge The floodplain map of this area should be
' updated after the improvements are made.
Accelerated siltation of the stream channel for Encinitas Creek can be attributed to
cultivation and construction grading. Sediment control measures during the grading period
are recommended to mitigate the siltation problem., Dredging of the stream channel,
perhaps outside the coastal zone (west of El Camino Real), will also alleviate the siltation
problem.
Detention Basin D will require little or no maintenance. A detention basin requires
maintenance dredging if siltation reduces its storage capacity. In the case of detention basin
D, there exist two upstream detention basins (A and B) which will detain most of the
sediment inflow supplied by the drainage basin. For this reason, siltation of detention basin
D is expected to be very slow and it should not present a maintenance problem.
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DRAINAGE STUDY FOR ENCINITAS CREEK
I. INTRODUCTION
This hydrology study has been made for the drainage basin of Encinitas Creek in the
City of Carlsbad and City of Encinitas, as shown in Fig. 1. The purpose of the study is to
obtain the 100-year flood discharges of the creek and its major tributaries. Existing drainage
facilities along these streams will be evaluated. Recommendations will be made in order
to solve inadequate drainage situations of the stream system. The hydrology study considers
the ultimate development under the established development constraints, so that the results
obtained at this time are also valid in the long term.
The drainage of Encinitas Creek has already been modified by the use of floodwater
detention basins which attenuate the flood discharge. Such basins also enhance ground-
water recharge and wildlife habitats. A total of four floodwater detention basins are
described in this report, these are:
Basin A - This existing basin as shown in Fig. 1 is located in the east branch of
Encinitas Creek (subbasin 6A) just above the Calle Barcelona Road crossing. The
basin is created by the road embankment of Calle Barcelona; the double 60-inch
RCP under the road controls the outflow of the basin.
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Basin B - This existing basin as shown in Fig. 1 is located in subbasin 6 near the
corner of Olivenhain Road and Rancho Santa Fe Road. It was constructed as a part
of the nearby subdivision development. Fig. 2 shows the dam and spillway at the
basin outlet.
Basin C - This basin which should soon be constructed is located in La Costa
Southwest II; its location is also marked in subbasin 11 of Fig. 1. The hydrologic
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design of the basin is described in the report Hydrology Design of Floodwater
Detention Basin for La Costa Southwest, 1989, by Chang. Design drawings of the
basin have been prepared by Hunsaker and Associates of San Diego. The inflow
peak discharge to the basin is 602 cfs for the 100-year event; it is attenuated by the
basin to 170 cfs.
Basin D - The site of this basin as selected is in subbasin 7, south of Olivenhain
Road and just east of Rancho Santa Fe Road as shown in Fig. 3. The dam and
spillway of the basin is to be located at the downstream outlet. Site selection and
hydrologic design of this floodwater detention basin are described in a later section.
Because of the existing and future floodwater detention basins, this drainage study
covers the following cases:
Case 1 - This case is for the baseline conditions of Encinitas Creek prior to the
construction of any floodwater detention basin. The ultimate development condition
of the drainage basin is assumed for hydrological computation.
Case 2 - This case is for the stream system with floodwater detention basins A, B,
and C in place but without Basin D. This case reflects the existing condition with the
additional approved Basin C.
Case 3 - This case is for the stream system with all floodwater detention basins in
place.
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 subbasins as selected in this study are shown in
Fig. 1, together with points of concentration at the respective subbasin outlets. 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 important objective of the present study is to identify drainage problems and then
develop adequate countermeasures for the problem areas. The alluvial channel of Encinitas
Creek has been undergoing siltation in recent years. Siltation has significantly reduced the
drainage capacity for the bridge on El Camino Real near the intersection of Olivenhain
Road. Suitable solutions for this problem, together with those for other problems, shall be
determined.
II. INPUT DATA FOR HEC-1 STUDY
For the purpose of hydrologic 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.
Precipitation Zone Number (PZN) - This value for a subbasin 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 is east of the study area. Subbasins in the study area have PZN values
ranging from 1.1 to 1.3.
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 form the
Hydrology Manual
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PZN - 1.0
AMC = 2.0 + (3.0 - 2.0)
1 2.0 -1.0
I 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
I 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
I in Table I-A-5 of the manual.
I 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
1 Hydrology Manual. The values so obtained are, listed in Table 1. 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
I discharges so obtained is adopted. In this study, the 6-hour storm produces higher runoff
discharges.
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. The lag time
computation for this study is given in Appendix A, and the results are listed in Table 1
below.
Table 1. Summary of Drainage Basin Characteristics for Encinitas Creek
Subbasin Area PZN AMC Rainfall, in. CN Lag Time
sq. mi. 6-hr. 24-hr. hrs.
1 0.88 1.2 2.2 2.8 4.5 89 0.117
2 0.58 1.2 2.2 2.8 4.7 87 0.107
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4 0.74 1.1 2.1 2.7 4.5 87. 0.148
5A 0.64 1.3 2.3 2.9 5.0 89 0.274
5 0.68 1.2 2.2 2.8 4.8 89 0.212
6A 0.20 1.2 2.2 2.8 4.9 89 0.078
6B 0.37 1.3 2.3 2.9 5.0 90 0.137
6C 0.65 1.3 2.3 2.9 5.1 88 0.216
6 0.25 1.2 2.2 2.8 4.8 89 0.101
8A 0.09 1.2 2.2 2.8 4.8 82 0.105
8B 0.53 1.2 2.2 2.8 4.8 82 0.248
8(8A+8B) 0.62 1.2 2.2 2.8 4.7 82 0.347
10 0.42 1.1 2.2 2.7 4.5 82 0.189
11 0.65 1.2 2.2 2.8 4.7 88 0.102
13 0.66 1.1 2.1 2.7 4.5 82 0.262
Total area = 7.34 square miles
III. SITE SELECTION AND HYDROLOGIC DESIGN FOR DETENTION BASIN D
I . Site selection and hydrologic design of the new floodwater detention basin (Basin D)
are described herein. The selected site of this floodwater detention basin as shown in Fig.
3 is south of Olivenhain Road, west of Rancho Santa Fe Road, and east of the new
subdivision Bridgewater. The extent of the basin coincides with the existing floodway
I boundary. It has an average length of 1,320 feet, an average width of 375 feet, and a surface
area of about 11 acres. This open space area has been selected in consideration of the
following factors:
It provides adequate floodwater storage for flood discharge attenuation such that the
I reduced discharge may pass through the bridge at El Camino Real.
With the floodway as its boundary, the basin does not take additional usable land.
I (3) Other sites are less effective for flood discharge attenuation.
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The elevation-surface area relation for the basin is employed in storage routing. The
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tabulation of elevation-surface area for the basin is given below.
Elevation Storage volume
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feet acre-feet
100 0
I . 102 3.8
104 15.2
I 106 38.4
108 61.0
110 83.6
I Hydrologic design of this basin is based on HEC-1 computations. In this process, an
initial dam and spillway configuration for the basin is first assumed. This spillway is a
I broad-crested weir with sloped upstream and downstream faces and rounded corners.
Hydraulic computation for its stage-discharge relationship is given in Appendix A. The 100-
year flood is routed through this basin using the HEC-1 computation. The results of the
routing are evaluated to see if they meet the requirements for flood control. The spillway
I configuration is then adjusted until the results are satisfactory. The design configuration as
finalized in the study has the following features:
Spillway crest elevation: 106 feet
Length of spillway (dimension perpendicular to flow): 28 feet
Width of spillway (dimension in flow direction): 10 feet
Spillway side slope: vertical
Maxima outflow discharge: 753 cfs
Water surface elevation at spillway crest at maximum discharge: 108.8 feet
Maximum stage in basin: 110.08 feet
Maximum storage in basin: 83.6 acre-feet
Size of pipe spillway: 36" RCP
IV. RESULTS OF HYDROLOGY STUDY
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Results of the hydrology study for different cases are summarized in Table 2. Other
detailed output information can be found from the computer listings of HEC-1 in Appendix
B. The effectiveness of the floodwater detention basins may be observed from a comparison
of the tabulated peak discharges for the cases listed.
Table 2. Summary of Peak Discharges for the 100-Year Flood
Point Area Case 1
Conc. sq. nil. No basin
Case Case
Basins A+B+C Basins A+B+C+D
6C 0.65 561 561 561
6B 1.02 900 900 900
6A 1.22 1,025 1,025 1,025
6 1.47 1,215 734 734
5A 0.64 539 539 539
5 1.32 1,051 1,051 1,051
7 2.79 2,241 1,163 1,163
8 3.41 2,597 1,465 827
1 0.88 842 842 842
2 0.58 511 511 511
3 1.46 1,353 1,353 1,353
4 2.20 1,891 1,890 1,890
9 5.61 4,047 2,832 2,238
10 6.03 4,207 3,013 2,456
11 0.65 602 170 170
12 6.68 4,450 3,181 2,622
13 7.34 4,725 3,450 2,926
The difference in discharge among these cases is a direct result of floodwater
detention basins, which will provide substantial attenuation of the peak discharge. The
simulated inflow and outflow hydrographs for basins A, B, C, and D are shown in Figs. 4
to 7, respectively. For basin D, the inflow hydrograph has a peak discharge of 1,185 cfs,
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whereas the outflow has 753 cfs. In addition to the reduction of the peak discharge, this
detention basin also delays the time of peak for the flood. In this case, the peak time for
the inflow is 3.03 hours and that for the outflow is 4.40 hours. The delay of the peak time
is beneficial for the main channel of Encinitas Creek downstream of the confluence of the
east and south branches. Since the south branch has an earlier peak time, the delay of the
peak time for the east branch by detention basin D is an important factor for the extent of
flood attenuation achieved for the main channel below the confluence.
It is also apparent from the graphical results of Figs. 4 to 7 that each detention basin
will generate a outflow hydrograph with a much more uniform distribution of the discharge
with a longer duration. Characteristics of the storage and outflow hydrograph for basin D
are summarized below:
Peak storage: 83.6 acre-feet
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Maximum storage duration: 6 hrs. (from 2 hrs. and 40 minutes to 8 hrs. and 40
minutes after the start of rain)
Maximum storage depth: about 10 feet (110 feet - 100 feet)
Average storage depth of basin at peak stage: about 6 feet
Duration of maximum storage depth: somewhat less than 1 hr.
Duration of storage after rainfall: 2.7 hrs.
The maximum storage in the reservoir of 83.6 acre-feet corresponds to
(iff0Tfff. This stage is about one foot below the roadway elevation of Rancho
Santa Fe Road.
V. COMPARISON OF THIS HYDROLOGY STUDY WITH PREVIOUS STUDIES
I The discharges for case 1 obtained in this study are compared with those of the previous
studies. Table 3 summarizes the computed peak discharge of the 100-year flood for these
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Table 3. Comparison of Peak Discharges for 100-Year Flood
Point Area Corps Koebig County Rick This Study
Conc. sq. mi. 1971 1975 1980 1988 1990
6C 0.65 . 672 561
6B 1.02 1,047 900
6A 1.22 1,229 1,025
6 1.47 1,260 1,365 1,446 1,215
5A 0.64 604 539
5 1.32 . 1,300 1,22 1,183 1,051
7 2.79 2,750 2,621 2,629 2,241
8 3.41 2,900 2,383 2,866 2,597
1 0.88 930 850 842
2 0.58 . 600 650 513 511
3 1.46 1,500 1,633 1,362 1,353
4 2.20 1,950 1,891
9 5.61 4,300 4,294 4,817 4,047
10 6.03 4,190 3,856 5,015 4,207
11 0.65 530 602 602
12 6.68 4,313 5,572 4,450
13 7.34 4,500 - 4,698 4,556 5,920 - 4,725
It appears from this comparison that the peak discharges are generally similar
although those obtained by Rick Engineering tend to be higher. This difference is primarily
due to the estimation of the lag time for the subbasins.
VI. EVALUATION OF DRAINAGE FACILITIES
Certain Tdrainage facilities have been found to be iIadequate in previous studies. All
drainage facilities along the stream channel included in the hydrology study are evaluated
in this study. Those facilities that may be inadequate are listed below.
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(1) Box culverts at La Costa Avenue - Cross drainage under La Costa Avenue is provided
1 by the triple 12 by 8 concrete box culverts, see Fig. 8. These culverts are basically free of
siltation. Floodplain map for Encinitas Creek in the vicinity of these culverts is shown in
Fig. 9, which also has the cross-section locations. The cross sectional profile at the culvert
outlet is shown in Fig. 10.
I(2) Channel reach west of El Camino Real and south of Olivenhain - This short channel ' reach is along the south branch of Encinitas Creek upstream of the east branch, see Fig. 11.
This reach has a length of about 1,000 feet, from section 1.303 to 1.520. Figure 11 is the
1982 floodplain map of this area, which shows that a part of El Camino Real is within the
floodway. Since the publication of this floodplain map, the floodway area near section 1.403
1 west of El Camino Real has been filled, to an average elevation slightly above the roadway
elevation of El Camino Real. Cross-sectional profiles for these sections are shown in Figs.
1 12 to 15. This landfill has some definite effects on the drainage along this channel reach
and the 1982 floodway delineation to be evaluated in a following section.
(3) El Camino Real Bridge near Olivenhain -. This bridge which drains the east branch of
I Encinitas Creek is located near the intersection of El Cmino Real and Olivenhain, see Fig.
11. The cross sections 0.000 to 0.023 shown in Fig. 11 are along the east branch in the
vicinity of the bridge; their profiles are shown in Figs. 16 and 17. The stream bed at the
bridge crossing as shown in Fig. 18 is now silted to the elevation of 75 feet. The flood plain
map of Fig. 11 also shows that a part of El Camino Real is within the floodway, primarily
due to the insufficient drainage capacity of the bridge.
Method of Evaluation - The drainage capacities of these facilities are evaluated based on
the HEC-2 program developed by the U. s; Army Corps of Engineers. Input/output listings
of the HEC-2 computations are included in Appendix C. Three different sets of discharges,
as listed in Table 2 for cases 1, 2 and 3 respectively, are used. Cross sections used in this
study follow those for the floodplain study made by the County of San Diego in 1982, except
1 the elevations are updated to reflect the recent siltation and landfill. Such cross sections
near the subject facilities are shown in Figs. 10 and 16.
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i Results of Evaluation - Based on the HEC-2 results, the drainage conditions for the facilities
are described below separately.
- (1) Box culverts at La Costa Avenue - The HEC-2 results pertaining to these culverts for
I three different discharges are tabulated below. The discharge of 4,725 cfs is the 100-year
flood for natural conditions without any floodwater detention basin, 3,450 cfs is for the case
with detention basins A, B and C in place, and the discharge of 2,926 cfs is for the case with
all four detention basins in place.
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Sec. No Location Computed Water Surface Elev. in feet N o er9J . P3- 1(39 4.725 cfs 3.450 cfs 2.926 cfs
0.053 At 10' D/S of culverts 16.90 16.90 15.84
0.054 At D/S face of culverts 18.40 16.91 15.88
0.063 At U/S face of culverts 23.12 17.99 17.15
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0.064 At 10' U/s of culverts 23.57 18.85 17.63
I The computed water-surface elevations are compared with the culvert low chord
elevation of 17.8 feet and the top of roadway elevation of 18.8 feet at the upstream face.
At the discharge of 4,725 cfs, the roadway surface will be overtopped. The discharge of
3,450 will pass through the culverts as pressure flow and the roadway surface is above the
I water level by 0.8 foot. At the discharge of 2,926 cfs, the flow will pass through the culverts
as low flow, with a freeboard well over 1 foot. Based on these results, the following may
be concluded:
The box culverts have inadequate capacity under the natural conditions of
I Encinitas Creek without detention basins.
The box culverts will be adequate with detention basins A, B and C in place,
I subject to recommended improvements described later in this section.
Floodwater detention basin D will enhance the drainage condition at the box
I culverts. .
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It is important to point Out that the road surface of La Costa Avenue is not even in
I elevation in the vicinity of the culverts. The surface area directly above the culverts is
higher and the elevation drops off in both east and west directions. Under this situation,
I even though the floodwater may not overtop the roadway directly above the culverts, it may
still overtop the roadway on both sides. Overtopping of the roadway should be prevented;
I it may be accomplished by one of the following measures:
construction of a earth berm on the upstream side of La Costa Avenue to contain the
I 100-year flood with a freeboard of about 3 feet.
a raise of the roadway elevation.
I Overtopping flow is not assumed in the HEC-2 computations.
I (2) Channel reach west of El Camino Real and south of Olivenhain - Cross sections used
in the 1982 County study have been revised to reflect recent siltation of the stream bed and
I .landfill. Computed water-surface elevations at those cross sections along this reach are
listed blow, together with the corresponding roadway elevations of El Camino Real.
I Computed
I Cross Section Water Surface Elev. Road Surface Elev.
feet feet
I 1.313 78.40 84.5
1.403 80.70 82.0
I 1.420 83.97 . 84.5
1.520 88.99 89.2
The results show that the computed 100-year flood levels are just below their
I corresponding roadway elevations of El Camino Real. Therefore, the roadway is not subject
to inundation under the 100-year flood of Encinitas Creek.
The landfill has invalidated the 1982 flood plain study; it pushes the floodplain
boundary toward the agricultural field on the west side of the channel. A new floodplain
study is recommended. The new study will delineate the floodplain and floodway
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boundaries under the actual channel configuration.
(3) El Camino Real Bridge near Olivenhairi - The HEC-2 results pertaining to this bridge
under three different discharge are tabulated below. The discharge of 2,597 cfs is for the
natural conditions without any floodwater detention basin; the value of 1,465 cfs is for the
existing 100-year discharge with detention basins A and B in place; and the discharge of 832
cfs is for the case when detention basin D is also constructed.
I Sec. No Location Computed Water Surface Elev. in feet
I I7cfs 1.465 cfs 832 cfs
0.000 At 40' D/S of bridge 7946'j 78.69 (78277)
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. 0.006 At D/S face of bridge 81.74 79.47 78.19
0.021 At U/S face of bridge 8.01 82.03 79.61
1 -0.023 At 20' U/S of bridge 85.02 82.03 79.61
0.110 At 491' U/S of bridge 85.07 82.31 80.46
The computed water-surface elevations are compared with the bridge low chord
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elevation of 79 feet and the top ofa1 1viti5iibf81Tfëët. At the discharge of 2,597
cfs, the roadway will be overtopped The samesitUãtion occurs under the discharge of 1,465
I (ëf2At the discharge of 832 cfs, however, the flow will pass through the bridge opening with
a freeboard of at least 1 foot measured from the roadway elevation. It may therefore be
I concluded that the bridge dOes nOt have adequate capacityiindeYtIie exitinjditioñ
ithflddwatir dtentiOiFA àhd.B.. iii plàe, but it will have sufficient capacity after
detention basin D is constructed.
I Of course the drainage capacity of the bridge may also be improved to pass the 100-
year flood without the construction of detention basin D. The alternative is dredging of the
I stream channel in the vicinity of the bridge. The dredging requirements for passing the
present 100-year discharge of 1,465 cfs are given in the previous study by Rick Engineering.
I The floodplain map of this area should be updated after the improvements are made.
17
HI
I
VII. RECOMMENDATIONS FOR DRAINAGE IMPROVEMENTS
Recommendations are made herein to provide countermeasures for the drainage
problems at the facilities described above, including the following items.
The box culverts at La Costa Avenue has been determined to be adequate for the 100-
year flood after detention basin C in La Costa Southwest II is constructed. While the
I culverts will have the proper capacity, floodwater may still overtop the roadway on the east
and west sides of the culverts. To avoid overtopping flow, a berm is recommended at the
I upstream side of La Costa Avenue. It may be a simple earth berm, similar to what has been
installed at Calle Barcelona for the same purpose.
The present improper drainage through the El Camino Real bridge near Olivenhain
I may be resolved by dredgmgthitream bedor by biiildiñ floodwãièrdteñtioñ bam D7
This basin will attenuate the 100-year flood discharge to be within the present capacity of
I the bridge crossing and it will also enhance the drainage condition at La Costa Avenue.
The floodplain map for Encinitas Creek needs tö1iidated to reflect the recent landfill
I west of El Camino Real and south of Olivenhain. The floodplain map should also be
updated to reflect the changes in flood discharges due to the recent floodwater detention
I basins. The existing floodplain and floodway on the roadway of El Camino Real may be
totally eliminated after recommended improvements are implemented.
I
Accelerated siltation of the stream channel for Encinitas Creek can be attributed to
I cultivation and construction grading. Sediment control measures during the grading period
are recommended to mitigate the siltation problem Dredging of àitfëãrifchahiiel outside'
I the coasta1±ê (wesfof El Camino Real) will alleviate thesi1tation probiern
HI
1 i
VIII. REFERENCES
"La Costa Southwest II, Detention .and Desilting Basins", prepared for La Costa Ranch
Company, by Hunsaker and Associates of San Diego, Inc, 1988.
"Flood Plain Information for San Marcos Creek", Corps of Engineers, Los Angeles District,
1971.
"Zone 1 Comprehensive Drainage Study", Prepared for San Diego County Flood Control
District by Koebig and Koebig, 1975.
"Hydrology Report for Encinitas Creek", YF0645, County of San Diego, 1980.
"Encinitas Creek Watershed HEC-1 Model Analysis Hydrology Report", Rick Engineering
Company, August 19, 1988.
"Hydrology Manual", County of San Diego, January 1985.
19
LIST OF FIGURES
Fig. 1. Drainage basin of Encinitas Creek
Fig. 2. Dam and spillway of floodwater detention basin B
Fig. 3. Map showing the selected location of floodwater detention basin D. The basin
boundary coincides with the floodway boundary. Scale of map: 1 inch = 200 feet
Fig. 4. Simulated inflow and outflow hydrographs and time variation of floodwater storage
for floodwater detention basin A
Fig. 5. Simulated inflow and outflow hydrographs and time variation of floodwater storage
for floodwater detention basin B
Fig. 6. Simulated inflow and outflow hydrographs and time variation of floodwater storage
forfloodwater detention basin C
Fig. 7. Simulated inflow and outflow hydrographs and time variation of floodwater storage
for floodwater detention basin D
Fig. 8. Downstream side of box culverts at La Costa Avenue
Fig. 9. Floodplain map of Encinitas Creek in the vicinity of La Costa Avenue
Scale of map: 1 inch = 200 feet
Fig. 10. Cross-sectional profile at downstream side of box culverts
Fig. 11. Flood plain map of Encinitas Creek near the confluence of east and south stream
branches. Scale of map: 1 inch = 200 feet
Fig. 12. Cross-sectional profile for section 1.3i3
Fig. 13. Cross-sectional profile for section 1.403
Fig. 14. Cross-sectional profile for section 1.420
Fig. 15. Cross-sectional profile for section 1.520
Fig. 16. Cross-sectional profile at downstream side of El Camino Real bridge
Fig. 17. Cross-sectional profile at upstream side of El Camino Real bridge
Fig. 18. Downstream side of bridge at El Camino Real and Olivenhain.
I
20
I
_; f
- - - - .-
-- --
-
--- - -- - - - -
.1c' •-.
I
•• 4.
,;'"' <w .
/.
- (C-
tAG ON
35 . -_ -1-1 ,-36 .
(/ ( . • . -.•. - "- .
I!> 13
r /
01
--. ••_••.:.-.._
-
i c>
I . . ..-. •--=; 9 - .
..
-
1
1
.
. /
-. ;•. Fig. 1. Drainage basin of Encinitas Creek
-L-L '\. ... -- —• . . .
wat point of concentration
: -
-) - ( ) drainagesubbaSin
floodwater
-
- °
detention basin
IF
'
— -'- -
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
WMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 12DEC89 STARTING DATE
ITIME 0000 STARTING TIME
NO 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 12DEC89 ENDING DATE
NDTIME 0958 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 9.97 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
* *
38 KK * PT.6A * FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA
* *
* ******* * * *** *
39 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION PT.6A
* *
54 KK * PT. 6 * FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD.
* *
**************
55 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
STATION PT. 6
131 LS SCS LOSS RATE
STRTL .27 INITIAL ABSTRACTION
CRVNBR 88.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
132 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .10 LAG
UNIT HYDROGRAPH
17 END-OF-PERIOD ORDINATES
457. 1554. 2529. 2582. 2052. 1256. 786. 510. 321. 201.
128. 81. 51. 33. 22. 13. 6.
5
- e--
--- ----
-:
os—
I
Fig. 3. Map showing the selected location of flood-
water detention basin D. The basin boundary
coincides with the floodway boundary.
Scale of map: 1 inch = 200 feet
I .'.
V
: f I.,.
I
..,
L
: V.
,
'.:
IF
T!r4.L2 sh
Ail ' . I
-1i4 2)L
lt_!
(I) INFLOW, (0) OUTFLOW 0. 100. 200. 300. 400. 500. 600. 700. 800. 0. 0. 0. 0. (S) STORAGE 0. 0. 0. 0. 0. 0. 0. 20 .40. 60 0. 0 0. DAHRMN PER 120000 11-. ------------------------------------------- --s ---------. ---------------------------------------- 120202 62. . S . 120204 63. . . . . S 120206 64. . . . S 120208 65. . . . S 120210 66. . . . . . S . - 11 120212 67. . . . . S . . Co 120214 68. . . . . . S . . 120216 69. . . . . . .S 120218 70. . . . . .S . . 120220 71. ...............- . . 0 ........ 120222 72. . . . . .S 120224 73. . . . .s .... 8.
120226 74. . . . . . .S . 0 . 12022875. . . . .S . 03W 120230 76. . . . . . S 0 . CD - 120232 77. . . . S - a. 120234 78. . . - S 120236 79. . . . S 120238 80. . . . . S . - . - 120240 81 ................................ 120242 82. . . . s - . . 120244 83. . . . . . . . 120246 84. . . . S .I CD 120248 85. . . . . . . S . .-..CL 120250 86. . . . . . S. - 120252 87. . . . . 54 . 5 0 120254 88. . . . . I/S . o Fk 120256 89. . . . . - IS a - 120258 90. . . . . . - 0) 0 120300 91 .......................i.s.............n . 120302 92. . . . . .1 S . - -t
120332 107.
120336 109.
120304 93. . . . . . . S - 120306 94. . . . . . .t S . - Cff Q- 120308 95. . . . . . . I S . -, 120310 96. . . . . . S . CL 0 120312 97. . . . . . . I S 120314 98. 1 S 120316 99. S 'a 120318 100. S =r
1giR: : : : : : : : co 120326 104. . . . . . . F- S H. - 120328 105. 120330 106.: Y) :
120334 108.: :
120338 110.: :11 : : 120340 111 .......................................sqq ................... 120342 112 . I .ScD - 120344 113 - - 0, /1 .S . 120346 114 - - - OY < .S 120348 115 . .S . 120350 116 - - . A - .5 . 120352 117 - ,' - . 10 .S 120354 118 . I P - .S . 120356 119 - . 1 0 - • .5 . 120358 120 - - - - .S . 120400 121 .........................4 ..................................... 120402 122 . - - .s - 120404 123 - - . A . - • .S - 120406 124 - - . i' . 0 - • .S . 120408 125 - - . A . 0 .S . 120410 126 • .0 S . 120412 127 A 0 - S . 120414 128 f 0 - S . 120416 129 - I - S - 120418 130 - A' - S . 120420 131 .................A ........................................... 120422 132 - 0 - S - 120424 133 .7 - • S - 120426 134 J' - s . 120428 135 J - - 120430 136 I - .0' S - 120432 137 q S .
120434 138 - 11 - S . 120436 139 I' - ,O S 120438 140 I S . 120440 141 ............................................................... 120442 142. . . . . . . - S 120444143. . . /1 - 0 . . . . S . . . . 120446 144. . - I' . . . . - S 120448 145. . - - . . . - S 120450 146. . . Il - 0 . . . . S 120452 147. . . I . O . . . - S 120454 148. . . .0 . . . - S 120456 149. . . V .0 . . - . S 120458 150. . . 1 0' . . - . S - .
(I) INFLOW, (0) OUTFLOW 0 200 400 600. 800 1000. 1200 0 0 0. 0. 0 0. (S) STORAGE 0 0 0 0. 0 0. 0 5 10 15. 20. 0 0. DAHRMN PER 120000 11 ----------------------------------------------------------- S---------. ---------. ---------.
120206 64.1 - . - . S . 120208 65. \I . . $ . 120210 66. °. . S . 120212 67. ft . • S . '1 120214 68. K - . . S 120216 69. K - . . S . . 120218 70. K . . S . - cju 120220 71.
. - 120222 72 t . . .s . I)) Cl) 120224 73 "K . . .S . - -. 120226 74 . . S - -. 120228 75 ).... . . - S - 5 .-', 120230 76 . I.. . . S . o -. 120232 77 -..,, . - - S . a . 120234 78 'I.. . . S . a 120236 79 "?-'-.. . . S . 120238 80 . 'i— . S - -'.
W. 120240 81.........................................- - 120242 82 o . S S
120244 83 . 1N,. S . a
120246 84 . . S . . 120248 85 . . S . CD . 120250 86 . . . S - a 120252 87 . . S - -. 120254 88 . . S . 0. 0
120256 89 . . S. 0. 120258 90 '4 .0 . S o 120300 91 ......................................SD) ............ 120302 92 - o . . • S Cl) 120306 93 - . - . S .-. 120306 94 '1 - . . . S CD
120308 95 - . i-' . . S CL 120310 96 ,t. 0 . S cn . 120312 97 - 1" . - . . S 0 0 120314 98 A . . S s CO 120316 99 A . .0 '.. - S ' 120318 100 . Y . - S co
120320 101 ......................................................... 120322 102 A . 0 S . . 120324 103 I . S - 120326 104 0 . S - 120328 105 Of. - 5 - 120330 106 0. . S - 120332 107 0 . . . $ . 120334 108 3 0 . . .S W .
120336 109. go . 120338 110 . I . . S - 120340 111 .........................................s . . 120342 112 . . s . 120344 113 I 0 . . S • . 120346 114 - I - . . S . 120348 115 0 - . S . 120350 116 if S 9D. 120352 117 V . . S . 120354 118 I - . . . .S . 120356 119 - .0 . . $ . 120358 120 1/ Q1 . . S. 120400 121 .. ... ...I . - 0' .......................S .......................... 120402 122 I t . . . S . 120404 123 - 11 O . . . S . 120406 124 )' ,Ø - . . . S . 120408 125 1 0 - . . . S . 120410 126 - 11 0 . . . S .
120412 127 - I 0 . . . S 120414 128 1 0 . . • S . 120416 129 1 of . . S 120418 130 . V 0 . . $ . 120420 131 .....1.0...........................S ............................
120422 132 . . 3 .0 . . S .
120424 133 410 . . S • . 120426 134 . . - S . 120428 135 It D . . S .
120430 136 It D - . - S . 120432 137 I' . . S . 120434 138 10 - . . $ 120436 139 10 . . S . 120438 140 10 . . s . 120440 141.....,II . . . . . . . . . . . . . . . . . . . . . . . . . S ............................. 120442 142 10 . . s . .
120444 143 10 . . S .
120446 144 10 . . S .
120448 145 IO . . S . 120450 146 lb . . S . 120452 147 0 . . - S .
120454 148 . . S .
120456 149 . . - S .
120458 150 . . .S 120958 3001.........-..........- --------- S...............................----------
(I) INFLOW, (0) OUTFLOW 0. 100. 200. 300. 400. 500. 600. 700. 0. 0. 0. 0. 0. (S) STORAGE 0. 0. 0. 0. 0. 0. 0. 5.10. 15. 20. 0. 0. DAHRMN PER 120000 11 ----------------------------------------------------------- s---------. ------------------ 120156 59 1 . .s . 120158 60 1 . .S .
120202 62. 1
120200 61. ...........................................
120204 63.:ss
120230 76.
120234 78.
120236 79.
120238 80.
120242 82.
120206 64 . .S C. 120208 65 . . S 120210 66 - . S120212 67
120214 68:: : : :
CL 1 : ............
120232 77. C)
.....................120216 69 s .. iIIII sS
SS
CL CD CD
12024483 • $ CL
120246 84 • • • 120248 85 .s o 12025086 W 120252 87: ° : : : : : : : : - 5: 120254 88 i-'. S T. 120256 89 S . -+ 120258 90 d S __ 120300 91............................................................. 120302 92. . . . 0 . . . . . S 120304 93. . . . . . . . . S . 0 0 120306 94. . . . . . . . . . $ 120308 95. . . . . . . . • . S . 120310 96. . . . . . . . . . . S . , -o 120312 97. . . . . . . . . . S . 120314 98. . . . 0 . • . . . S120316 99. S
120320 101 .............................: .....
120322 102 S 120326 103 S 120326 104 - S - 120328 105 S 120330 106 S . 120332 107 S 120334 108 - $ 120336 109 S - 120338 110 S 120340 111 ....................................................s ........... 120342 112 S 120344 113 - S 120346 114 S 120348 115 S 120350 116 S 120352 117 S 120354 118 S 120356 119 $ 120358 120 - - - S 120400 121 ...........................................................s ............ 120402 122 S 120404 123 S 120406 124 S 120408 125 - S 120410 126 $ 120412 127 S 120414 128 S 120416 129 S - 120418 130 - S 120420 131 ................................................................. 120422 132 S 120424 133 S 120426 134 S 120428 135 .S 120430 136 .S 120432 137 .S 120434 138 S 120436 139 S 120438 140 $ 120440 141................................................................. 120442 142. . . . . . . . . S. . 120444 143. . . . . . . . . S . . 120446 144. . . . . . . . . S . . 120448 145. . . . . . . . . S . . 120450 146. . . . . . . . . S . . 120452 147. . . . . . . . . S . .
- - - - - - - - - - - - - - - - - - - 0 0
° : Fig. 7. Simulated inflow and outflow hydrographs
and: time variation of floodwater storage :
O : for floodwater detention basin D. (Part 1) : :
o
w .................................................U) U) U) Cl) Cl) U) U) ..................U) (I) U) (flu) U) U) U) U) (flU) U) C; oo (I "; U) <CO • (fl(AU) . of 'A 'A • • • • U)U)U) . . I- U) (n
(flU)U) Basin storage
U) U) U) • U) U) U) (I) U) U) U) U) U) U) ............................................................................
. I......... 1:;
.±r1f1Owhydrbraph .....
0 • . . I . . —'.,—,------- . 0 —
o
:0utf10w hydl'ographU. :
........................................................................
oy
C; • — 00000000 ............................................................................
aaaaaaOQa ix
Z 00('J.*'OCOO CJ.* 'OCOOflJ -.t'O CODIM..t '4CO0(S .t '0 CO0C'U -'OCOO('J ..t 'CU) OCU .t'CWC, C'J4 '0U)O CSJ..t lowOOJ -.t'OCOO CJ.t C COO ('J .4'OCOOC'J ..t'OU)O r'J-"000O(J-S 'CU)OflJ-.t X 0rUC%J OJ I\J ('J Ni NiNi NiNi - - U)IfU(%Ifl0 0000 ..-.-.-.- ('J('J J('.JNi NiNi Ni Ni-I -I.II Cli (Ii Cli 11)0 0000.-- 4.I -* Ii Cli Cli Cli 000 0l)Jl)J (il C%J 010101010101 ('1 01 010101010JNiNi P.1NiNi NiNi NiNiNi NiNiNiNiNi fl Ni Ni Ni NiNiNi Ni'.t -I -I -I -I st-I -1 -I-I It -1-1-I -It -1-1 .II It It t 1 Cli Cli hi Cli Cli 00000000000000000000000000000000000000000000000000000000000000 000000000000000000000000 <c'jr.j 01 01 01 cijnjcgoj csj e.J r.j jojojtsj jrClr.jcij jcsjcijcij oj cinsj J ol ('.1 cii csj cii cii cii cii 01i1 cii (ii 01 CM CM cii Cii Cii ('*1CM JOJOJ 01 CMOJOJ CM JC'*J Cii ('*1
I
I -
.. . ____ :. .';•:- ..) . . - •. _. . .. 3)•
•
I
-:. -,.; z LIV .. • . . - .-, a
- ;,::.. I 4 r - •. -' I -
-
- .•
•- . - -. 1I -
-r - --'-'-r"- --'- -. - - -
.•-
40,
I
Fig. rI Costa Ywi,iui;
Fig. 10. Cross—Sectional Profile
at Downstream Side of Box Culverts I -
U .
I
20
1 • 10
1 -
I 0
I
-
1•80 200 220 240 260 260 300
La Costa Avenue
.
.-
:.
• •- • -.. •f.• •- —
" c
JJ - (
• b
r -.
\ -
' • -
'i ..• .t, • -. . .
ci • . .
'• •.
- -- d lilt
- .- . r.. - - .• - •- -. 5. - -' I. - — -
- - . 18:5 • -., . - -. • 1- - -
rA J.A . •
':
.4 0
r /
-•-;.. .i\-. , t: t
V - • 'I, ..• '- -i:,
- - .
. - -• - V' :. -
: -?- " . •' . • •\ : - f4iL • •i 4.0 •
.-: •. ' _ •\ -
• 1 --
- : -. 0 .•4 . . -
Si 6O \L : : : .:•: \•• :
:
-d • •
. • - •.'P . -; .I-' • - • :: •¼
• ___ -,
•.
:. i - - - ••: i'- • '•.
00 •..
- • -:--%- \ :.
(:/- 4• -:5 • ••• .• :.. • - :it;:t.;:rD,, °A :
;,.' : • •';:.
- - -
. .- •
. :'\ • '' •\ • • L
jit 53.
Fig. 9. Flood plain map of Encinitas Creek in the \ \
vicinity of La Costa Avenue
-- \ •jtta - '•
Scale of map: 1 inch = 200 feet
JL
\- .
iLM 41
;:
I T L
p
J
Al
i t7 S.. • • S
I £4 .Y1..! •'. p I1• S -- • -
:
Iø
nt
Sc
': '111fl I ki - l4
rh1P hL
-r- • O3
I t.•- • t4 ,....
* I
-.- • i..•-.. • * 11*1
rA- -w .. -a.-'... t I _,..Jf. .a4
rma
t VA
: I I • ?Q\ ;
1 -
' ;'.i b•13I •.• .1
". -iJi . '
cAz
-
-. •
:: I
I.
59 I 10
AW
:..
' RIiIc - t4jtç fl' fip ____ tSf
.L ' Jill ILi
Fig. 12. Cross-Sectional Profile
for Section 1.313 (facing upstream)
E1ev. ft.
85
75
65
0 200 400 800 800
Station, feet
Fig. 13. Cross-Sectional Profile
for Section 1.403 (facing upstream)
- Elev.. It,
100
90
80
70 L
0 200 400 800 800
Station. feet
I
.1 Fig. 14. Cross—Sectional Profile
I
for Section 1.420 (facing upstream)
Elev.. ft..
100
I
I 'OO
80
I
I 70
I Station. feet
0 200 400 600
Fig. 15. Cross—Sectional Profile
for Section 1.520 (facing upstream)
Elev., ft. - I
1
I .
1
95
I 85
I
75
I 0 200 400 800
Station, feet
Fig. 16. Cross—Sectional Profile
at DàstiSidë fBridje
Elev.. ft.
95
85
75
65' 1 1 1 1 I
290 310 330 350 370 390
Station. feet
ErCaiiio Rè 11aÜi
Fig. 17. Cross—Sectional Profile
at Us&èàSjdeToUBrjage
Elev., ft.
95 .
65
75
65 L
0 200 400 600 800 1000
Station. feet
I I
I I
I
Cizh10/ ,/, .JTTJTII
5aimji L c ___
014115. /oo
/C77J2d/17
4
O3 ..i1fz
i-A 95 2.1
O2,5 ö• 22/
c2 15 247 '7i_
C5 /c3 -
c35 //d /7.3
/0 OJO 75
/4/ ci7 ///0 a ..
/3 a4 6.74 262,
c?B c35 c ?3
r74
O,/c ) .1..
ctZd 4J 1
i
I
- c f.' 7t Qi1///cw O?
84A-7 D LI
-
- e/C 97'
LIZ at~C4:~-
-
d-11 L~-y -w 0/)// ce-4,~~ /
7-
Q3.4 C(LcH 41)
411~
j cj5
2 27 2)4 4 27.Z
d /223
z4 7(~l
1Oi?; z/2.,
/M 7'7'? Mic 6i/// 7LorL
76tJu
57 v 2 v 2
ee.
Wiir Vic
,
I
'V
W114 501%111'OC/..
e3
/25
/1
I
APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-1 RUNS
I
*****************************************
* *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* FEBRUARY 1981 *
* REVISED 02 AUG 88 *
* *
* RUN DATE 09/03/1990 TIME 20:57:53 *
* *
1
~ I
***************************************
* *
* U.S. ARMY CORPS OF ENGINEERS *
* THE HYDROLOGIC ENGINEERING CENTER *
* 609 SECOND STREET *
* DAVIS, CALIFORNIA 95616 *
* (916) 551-1748 *
* *
x x xxxxxxx xxxxx x
x
X X X XX
x x x x
XxxXxXx XxXX x xxxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx xxx
THIS
PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW
OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT PAGE
LINE ID .......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10
2
1 I
ID
DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD
FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
3 ID WITHOUT FLOODWATER DETENTION BASINS
4 ID 6-HOUR STORM, 100-YEAR EVENT
5 ID ZONES 11, 12, ETC
IT 2 12DEC89 300
6 7 10 5
8 KK SUB 6C
10
9
K
BA
RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C
0.65
ii IN 15
12 PB 2.90
13 P1 0 .0175 0175 .0225 .0225 .0275 .0275 .0475 .0475 0.185
14
P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02
15 P1 .02 .02 .02 .02 .02
16 LS 88
17 LID 0.216
KK 6C-68 CHANNEL ROUTING
18 19 RK 3500 0.030 0.030 0 TRAP 25 2
20 KK SUB 6B
21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6B
II
7-1
~ I
I
22 BA 0.37
23 LS 90
24 LID 0.137
25 KK PT.6B
26 KM COMBINE FLOWS OF 6C AND 68
27 HC 2
28 KK 6B-6A CHANNEL ROUTING
29 RK 2300 0.011 0.040 0 TRAP
30 KK SUB 6A
31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A
32 BA 0.20
33 PB 2.8
34 LS 89
35 LID 0.078
36 KK PT.6A CONCENTRATION POINT 6A
37 MC 2
38 KK 6A-6 CHANNEL ROUTING
39 RK 2120 0.011 0.040 0 TRAP
40 KK SUB
41 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6
42 BA 0.25
43 PB 2.80
44 LS 89
45 LID 0.101
40 2
40 2
HEC-1 INPUT PAGE 2
LINE ID.......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10
46 KK PT.6
47 HC 2
48 KK SUB 5A
49 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A
50 BA 0.64
51 PB 2.90
52 LS 89
53 LID 0.274
54 KK 5A-5 CHANNEL ROUTING
55 RK 4000 0.006 0.035 0 TRAP 20 2
56 KK SUB
57 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5
58 BA 0.68
59 PB 2.80
60 LS 89
61 LID 0.212
62 KK PT. 5
63 HC 2
64 KK PT. 7
65 MC 2
66 KK 7-8 CHANNEL ROUTING
67 RK 5880 0.004 0.040 0 TRAP 50 3
68 KK SUB
69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8
70 BA 0.62
71 PB 2.80
72 LS 85
NO
74
75
76
.77
78
79
80
81
82
83
84
85
86
87
LINE
UD 0.347
KK P1.8
HC 2
KK SUB
KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1
BA 0.88
PB 2.80
IS 89
UD 0.117
KK SUB
KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2
BA 0.58
PB 2.80
LS 87
UD 0.107
HEC-1 INPUT PAGE 3
ID.......1 .......2.......3........4.......5.......6.......7.......8.......9......10
88 KK PT. 3
89 HC 2
90 KK 3-3A CHANNEL ROUTING
91 RK 2000 0.015 0.020 0 TRAP 10 2
92 KK 3A-4 CHANNEL ROUTING
93 RK 3920 0.013 0.040 0 TRAP 50 3
94 KK SUB
95 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4
96 BA 0.74
97 PB 2.70
98 LS 87
99 UD 0.148
100 KK PT. 4
101 HC 2
102 KK PT. 9
103 HC 2
104 KK 9-10 CHANNEL ROUTING
105 RK 2920 0.007 0.040 0 TRAP 60 3
106 KK SUB 10
107 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10
108 BA 0.42
109 P8 2.70
110 IS 82
111 UD 0.189
112 KK P1.10
113 MC 2
114 KK SUB 11
115 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11
116 BA 0.65
117 PB 2.80
118 IS 88
119 UD 0.102
120 KK PT.12
121 HC 2
122 KK 12-13 CHANNEL ROUTING
3
123 RK 4040 0.011 0.045 0 TRAP 60 3
124 KK SUB 13
125 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13
126 BA 0.66
127 PB 2.70
128 LS 82
129 UD 0.262
HEC-1 INPUT PAGE 4
LINE ID.......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10
130 KK PT. 13
131 HC 2
132 ZZ
* *
*
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
*
* FEBRUARY 1981 *
*
* REVISED 02 AUG 88 *
*
* *
*
* RUN DATE 12/10/1989 TIME 19:57:23 *
*
* *
*
** ** * * **** ******* *** * * **** **** *** ** **** * *
***************************************
*
* U.S. ARMY CORPS OF ENGINEERS
* THE HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 551-1748
*
***************************************
DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD
FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
WITHOUT FLOODWATER DETENTION BASINS
6-HOUR STORM, 100-YEAR EVENT
ZONES 11, 12, ETC
7 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
[PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 12DEC89 STARTING DATE
JuNE 0000 STARTING TIME
NO 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 12DEC89 ENDING DATE
NDTIME 0958 ENDING TIME
ICENT 19 CENTURY MARK -
COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 9.97 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
4
FLOGRD - MAXIMUM NUMBER OF DX INTERVALS REACHED. MDX= 51
THIS MAY AFFECT ACCURACY OF KW SOLUTION. TO REDUCE ERRORS SHORTEN CHANNEL ELEMENT = 3
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ SUB 6C 561. 2.83 121. 73. 73. .65
ROUTED TO
+ 6C-6B 559. 2.90 121. 73. 73. .65
HYDROGRAPH AT
+ SUB 6B 381. 2.77 75. 45. 45. .37
2 COMBINED AT
+ PT.6B 900. 2.83 196. 118. 118, 1.02
ROUTED TO
+ 6B-6A 899. 2.87 196. 118. 118. 1.02
HYDROGRAPH AT
+ SUB 6A 197. 2.73 37. 22. 22. .20
2 COMBINED AT
+ PT.6A 1025. 2.83 233. 140. 140. 1.22
ROUTED TO
+ 6A-6 1024. 2.87 233. 140. 140. 1.22
HYDROGRAPH AT
+ SUB 6 242. 2.77 46. 28. 28. .25
2 COMBINED AT
+ PT. 6 1215. 2;83 279. 168. 168. 1.47
HYDROGRAPH AT
+ SUB 5A 540. 2.87 125. 75. 75. .64
ROUTED TO
+ 5A-5 539. 3.00 124. 75. 75. .64
HYDROGRAPH AT
+ SUB 5 588. 2.83 126. 76. 76. .68
2 COMBINED AT
+ PT. 5 1051. 2.90 250. 151. 151. 1.32
2 COMBINED AT
+ PT. 7 2241. 2.87 528. 319. 319. 2.79
ROUTED TO
+ 7-8 2240. 3.00 527. 318. 318. 2.79
HYDROGRAPH AT
+ SUB 8 361. 2.97 95. 57. 57. .62
2 COMBINED AT
+ PT. 8 2597. 3.00 621. 375. 375. 3.41
HYDROGRAPH AT
+ SUB 1 842. 2.77 163. 98. 98. .88
5
HYDROGRAPH AT
+ SUB 2 511. 2.77 98. 59. 59. .58
2 COMBINED AT
+ PT. 3 1353. 2.77 260. 157. 157. 1.46
ROUTED TO
+ 3-3A 1343. 2.77 260. 157. 157. 1.46
ROUTED TO
+ 3A-4 1340. 2.87 260. 157. 157. 1.46
HYDROGRAPH AT
+ SUB 4 589. 2.80 118. 71. 71. .74
2 COMBINED AT
+ PT. 4 1891. 2.83 378. 228. 228. 2.20
2 COMBINED AT
+ PT. 9 4047. 2.93 997. 603. 603. 5.61
ROUTED TO
+ 9-10 4026. 3.00 997. 602. 602. 5.61
HYDROGRAPH AT
+ SUB 10 238. 2.83 52. 31. 31. .42
2 COMBINED AT
+ P1.10 4207. 2.97 1048. 634. 634. 6.03
HYDROGRAPH AT
+ SUB 11 602. 2.77 115. 69. 69. .65
2 COMBINED AT
+ PT.12 4450. 2.97 1160. 703. 703. 6.68
ROUTED TO
+ 12-13 4446. 3.03 1160. 702. 702. 6.68
HYDROGRAPH AT
+ SUB 13 335. 2.90 81. 49. 49. .66
2 COMBINED AT
+ PT.13 4725. 3.03 1240. 751. 751. 7.34
NORMAL END OF HEC-1
6
1*****************************************
* *
*
* FLOOD I4YDR0GRAPH PACKAGE (HEC-1) *
*
* FEBRUARY 1981 *
*
* REVISED 02 AUG 88 *
*
* *
*
* RUN DATE 12/17/1989 TIME 05:10:46 *
*
* *
*
* ****** ******************* * *
*
* U.S. ARMY CORPS OF ENGINEERS
* THE HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 551-1748
*
***************************************
x x xxxxxxx xxxxx x
x x x x x xx
x x x x
xxxxxxx xxxx x xxxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
LINE ID I
iHEC-1 INPUT PAGE
.......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10
I
1
2
ID
ID
DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD
FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
3 ID WITH FLOODWATER DETENTION BASINS A, B, AND C
4 ID 6-HOUR STORM, 100-YEAR EVENT
5 ID ZONES 11, 12, ETC
6 IT 2 12DEC89 300 I 7 10 5
8 KK SUB 6C
I
9
10
KM
BA
RUNOFF FROM ENCINITAS CREEK SUBBASIN
0.65
6C
11 IN 15
12 PB 2.90
I
13
14
P1
P1
0 .0175 .0175 .0225 .0225
.185 .05 .05 .04 .04
.0275 .0275 .0475 .0475 0.185
.0275 .0275 .0225 .0225 .02
15 P1 .02 .02 .02 .02 .02
16 IS 88
17 liD 0.216
I 18 KK 6C-6B CHANNEL ROUTING
19 RK 3500 0.030 0.030 0 TRAP 25 2
20 KK SUB 6B
I 21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 68
1
1
22 BA 0.37
23 LS 90
24 UD 0.137
25 KK PT.6B
26 KM COMBINE FLOWS OF 6C AND 68
27 HC 2
28 KK 68-6A CHANNEL ROUTING
29 RK 2300 0.011 0.040 0 TRAP 40 2
30 KK SUB 6A
31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A
32 BA 0.20
33 PB 2.8
34 LS 89
35 UD 0.078
36 KK PT.6A CONCENTRATION POINT 6A
37 HC 2
38 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA
39 KO 2
40 RS 1 STOR -1
41 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20
42 SQ 0 60 180 305 450 535 620 700
43 SE 123 124 126 128 130 132 134 136
HEC-1 INPUT
LINE ID .......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10
44 KK 6A-6 CHANNEL ROUTING
45 RK 2120 0.011 0.040 0 TRAP 40 2
46 KK SUB
47 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6
48 BA 0.25
49 PB 2.80
50 LS 89
51 UD 0.101
52 KK P1.6
53 HC 2
54 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD.
55 KO 2
56 RS 1 STOR -1
57 SV 0 0.92 3.96 10.16 20.09 33.22 49.95
58 SQ 0 17 48 62 72 303 767
59 SE 108 110 112 114 116 118 120
60 KK SUB 5A
61 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A
62 BA 0.64
63 PB 2.90
64 LS 89
65 UD 0.274
66 KK 5A-5 CHANNEL ROUTING
67 RK 4000 0.006 0.035 0 TRAP 20 2
68 KK SUBS
69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5
70 BA 0.68
71 PB 2.80.
72 LS 89
73 UD 0.212
74 KK PT. 5
PAGE 2
75
76
77
78
79
80
81
82
83
84
85
NC 2
KK PT. 7
NC 2
KK 7-8 CHANNEL ROUTING
RK 5880 0.004 0.040 0 TRAP 50 3
KK SUB
KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8
BA 0.62
PB 2.80
LS 85
UD 0.347
i
NEC-i INPUT PAGE 3
ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10
LINE
86 KK PT. 8
87 HC 2
88 KK SUB
89 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1
90 BA 0.88
91 PB 2.80
92 LS 89
93 UD 0.117
94 KK SUB
95 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2
96 BA 0.58
97 PB 2.80
98 IS 87
99 UD 0.107
100 KK PT. 3
101 NC 2
102 KK 3-3A CHANNEL ROUTING
103 RK 2000 0.015 0.020 0 TRAP 10 2
104 KK 3A-4 CHANNEL ROUTING
105 RK 3920 0.013 0.040 0 TRAP 50 3
106 KK SUB
107 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4
108 BA 0.74
109 PB 2.70
110 LS 87
111 UD 0.148
112 KK PT. 4
113 HC 2
114 KK PT. 9
115 NC 2
116 KK 9-10 CHANNEL ROUTING
117 RK 2920 0.007 0.040 0 TRAP 60 3
118 KK SUB 10
119 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10
120 BA 0.42
121 PB 2.70
122 IS 82
123 UD 0.189
1 NEC-i INPUT PAGE 4
LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10
3
124 KK P1.10
125 HC 2
126 KK SUB 11
127 KM RUNOFF FROM ENCINITAS CREEK SUBBASIW 11
128 KO 3 2
129 PB 2.80
130 BA 0.65
131 LS 88
132 UD 0.102
133 KK P1.11
134 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C
135 KO 3 2
136 RS 1 ELEV 66.1
137 SV 0 0.4 1.5 2.6 3.7 4.9
138 SV 22 27.7 34.4 42.3
139 SE 66 67 68 69 70 71
140 SE 77 78 79 80
141 SQ 0 7 17.5 37.5 70 101
142 SQ 177 186 196 209
143 KK PT.12
144 HC 2
145 KK 12-13 CHANNEL ROUTING
146 RK 4040 0.011 0.045 0 TRAP 60 3
147 KK SUB 13
148 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 13
149 BA 0.66
150 PB 2.70
151 LS 82
152 UD 0.262
153 KK PT.13
154 HC 2
155 ZZ
* *
*
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
*
* FEBRUARY 1981 *
*
* REVISED 02 AUG 88 *
*
* *
*
* RUN DATE 12/17/1989 TIME 05:10:46 *
*
* *
*
*****************************************
DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD
FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
WITH FLOODWATER DETENTION BASINS A, B, AND C
6-HOUR STORM, 100-YEAR EVENT
ZONES 11, 12, ETC
7 10 OUTPUT CONTROL VARIABLES
4
*
* U.S. ARMY CORPS OF ENGINEERS
* THE HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 551-1748
*
***************************************
6.1 7.6 9.9 13
72 73 74 75
118 132 143 155
HYDROGRAPH AT STATION SUB 11
TOTAL RAINFALL = 2.80, TOTAL LOSS = 1.16, TOTAL EXCESS = 1.64
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 9.97-HR
+ (CFS) (HR)
(CFS)
+ 602. 2.77 115. 69. 69. 69.
(INCHES) 1.642 1.642 1.642 1.642
(AC-Fl) 57 57. 57. 57.
CUMULATIVE AREA = .65 SO MI
* *
* *
133 KK * P1.11 *
* *
** ***** * * **** *
135 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 2 PLOT CONTROL
OSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
136 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 66.10 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
137 SV STORAGE .0 .4 1.5 2.6 37 4.9 6.1 7.6 9.9 13.0
22.0 27.7 34.4 42.3
139 SE ELEVATION 66.00 67.00 68.00 69.00 70.00 71.00 72.00 73.00 74.00 75.00
77.00 78.00 79.00 80.00 V
141 SO DISCHARGE 0. 7. 18. 38. 70. 101. 118. 132. 143. 155.
177. 186. 196. 209.
*** *** *** ***
HYDROGRAPH AT STATION P1.11
V
PEAK FLOW TIME MAXIMUM AVERAGE FLOW V
V
6-HR 24-HR 72-HR 9.97-HR
+ (CFS) (HR) V
(CFS)
+ 170. 3.37 113. 69. 69. 69.
(INCHES) 1.014 1.641 1.641 1.641
(AC-Fl) 56. 57. 57 ST.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 9.97-HR
+ (AC-FT) (HR)
19. 3.37 10. 6. 6. 6.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6
I
6-HR 24-HR 72-HR 9.97-HR
+ (FEET) (HR)
76.38 3.37 72.74 70.22 70.22 70.22
CUMULATIVE AREA .65 SO MI
RUNOFF SUMMARY I FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE I .
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
I + SUB 6C 561. 2.83 121. 73 73 .65
ROUTED TO
+ 6C-6B 559. 2.90 121. 73. 73. .65
I HYDROGRAPH AT
+ SUB 6B 381. 2.77 75 45. 45. .37
2 COMBINED AT
I + PT.6B 900. 2.83 196. 118. 118. 1.02
ROUTED TO
+ 6B-6A 899. 2.87 196. 118. 118. 1.02
I HYDROGRAPH AT
+ SUB 6A 197. 2.73 37. 22. 22. .20
I +
2 COMBINED AT
PT.6A 1025. 2.83 233. 140. 140. 1.22
ROUTED TO
+ PT.6A 642. 3.10 233. 140. 140. 1.22
I +
. 13455 310
ROUTED TO
+ 6A-6 642. 3.17 233. 140. 140. 1.22
I HYDROGRAPH AT
+ SUB 6 242. 2.77 46. 28. 28. .25
I +
2 COMBINED AT
PT. 6 734. 2.80 279. 168. 168. 1.47
ROUTED TO
+ PT. 6 558. 3.83 247. 159. 159. 1.47
I +
. 11910 3.83
HYDROGRAPH AT
+ SUB 5A 540. 2.87 125. . 75. 75. .64
I ROUTED TO
+ 5A-5 539. 3.00 124. 75. 75. .64
I +
HYDROGRAPH AT
SUB 5 588. 2.83 126. 76. 76. .48
2 COMBINED AT
+ PT. 5 1051. 2.90 250. 151. 151. .1.32 I 2 COMBINED AT
+ PT. 7 1163. 2.93 492. 310. 310. 2.79
ROUTED TO I + 7-8 1160. 3.13 492. 304. 304. 2.79
HYDROGRAPH AT
SUB 8 361. 2.97 95. 57. 57. .62
2 COMBINED AT
PT. 8 1465. 3.13 581. 361. 361. 3.41
HYDROGRAPH AT
SUB 1 842. 2.77 163. 98. 98. .88
HYDROGRAPH AT
SUB 2 511. 2.77 98. 59. 59. .58
2 COMBINED AT
PT. 3 1353. 2.77 260. 157. 157. 1.46
ROUTED TO
3-3A 1342. 2.77 260. 157. 157. 1.46
ROUTED TO
3A-4 1340. 2.87 260. 157. 157. 1.46
HYDROGRAPH AT
SUB 4 589. 2.80 118. 71. 71. .74
2 COMBINED AT
PT. 4 1890. 2.83 378. 228. 228. 2.20
2 COMBINED AT
PT. 9 2832. 2.90 955. 589. 589. 5.61
ROUTED TO
9-10 2831. 2.97 955. 586. 586. 5.61
HYDROGRAPH AT
SUB 10 238. 2.83 52. 31. 31. .42
2 COMBINED AT
PT.1O 3013. 2.97 1006. 617. 617. 6.03
HYDROGRAPH AT
SUB 11 602. 2.77 115. 69. 69. .65
ROUTED TO
P1.11 170. 3.37 113. 69. 69. .65
2 COMBINED AT
P1.12 3181. 2.97 1119. 686. 686. 6.68
ROUTED TO
12-13 3170. 3.03 1118. 683. 683. 6.68
HYDROGRAPH AT
SUB 13 335. 2.90 81. 49. 49. .66
2 COMBINED AT
PT.13 3450. 3.03 1195. 732. 732. 7.34
NORMAL END OF NEC-1
8
76.38 3.37
* * * *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
- * U.S. ARMY CORPS OF ENGINEERS *
* FEBRUARY 1981 * * THE HYDROLOGIC ENGINEERING CENTER *
* REVISED 02 AUG 88 * * 609 SECOND STREET *
* * * DAVIS, CALIFORNIA 95616 *
* RUN DATE 05/07/1991 TIME 16:11:14 * * (916) 551-1748 *
* * * *
x x xxxxxxx xxxxx x
x x x x x xx
x x x x
xxxxxxx xxxx x xxxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS NEC (JAN 73), HEMS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RH-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT PAGE
LINE ID .......1 .......2.......3.......4.......5 .......6.......7.......8.......9......10
1 ID DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD
2 ID FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
3 ID WITH FLOODWATER DETENTION BASINS A, B, C AND D
4 ID 6-HOUR STORM, 100-YEAR EVENT
5 ID ZONES 11, 12, ETC
6 IT 2 12DEC89 300
7 10 5
8 KK SUB 6C
9 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6C
10 BA 0.65
11 IN 15
12 PB 2.90
13 P1 0 .0175 .0175 .0225 .0225 .0275 .0275 .0475 .0475 0.185
14 P1 .185 .05 .05 .04 .04 .0275 .0275 .0225 .0225 .02
15 P1 .02 .02 02 .02 .02
16 LS 88
17 UD 0.216
18 KK 6C-68 CHANNEL ROUTING
19 RK 3500 0.030 0.030 0 TRAP 25 2
20 KK SUB 6B
21 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 68
22 BA 0.37
23 LS 90
24 UD 0.137
25 KK PT.6B
26 KM COMBINE FLOWS OF 6C AND 6B
27 NC 2
28 KK 6B-6A CHANNEL ROUTING
29 RK 2300 0.011 0.040 0 TRAP 40 2
30 KK SUB 6A
I
I
Li
31 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6A
32 BA 0.20
33 PB 2.8
34 LS 89
35 UD 0.078
36 KK PT.6A CONCENTRATION POINT 6A
37 HC 2
38 KK PT.6A FLOODWATER DETENTION BASIN A UPSTREAM OF CALLE BARCELONA 39 KO 2
40 RS 1 STOR -1
41 SV 0 0.04 0.70 2.25 4.83 8.81 14.56 22.20 42 SQ 0 60 180 305 450 535 620 700 43 SE 123 124 126 128 130 132 134 136
HEC-1 INPUT
LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10
44 KK 6A-6 CHANNEL ROUTING
45 RK 2120 0.011 0.040 0 TRAP 40 2
46 KK SUB
47 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 6 48 BA 0.25
49 PB 2.80
50 LS 89
51 UD 0.101
52 KK PT. 6
53 HC 2
54 KK PT. 6 FLOODWATER DETENTION BASIN B AT OLIVENHAIN AND RANCHO SANTA FE RD. 55 KO 2
56 RS 1 STOR -1
57 SV 0 0.92 3.96 10.16 20.09 33.22 49.95 58 SQ 0 17 48 62 72 303 767
59 SE 108 110 112 114 116 118 120
60 KK SUB 5A
61 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5A
62 BA 0.64
63 PB 2.90
64 LS 89
65 UD 0.274
66 KK 5A-5 CHANNEL ROUTING
67 RK 4000 0.006 0.035 0 TRAP 20 2
68 KK SUB
69 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 5 70 BA 0.68
71 PB 2.80
72 LS 89
73 UD 0.212
74 KK PT. 5
75 HC 2
76 KK PT. 7
77 HC 2
78 KK 7-8A CHANNEL ROUTING
79 RK 1500 0.002 0.040 0 TRAP 320 2
80 KK SUB 8A
81 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN BA 82 BA 0.09
83 PB 2.80
84 LS 85
85 UD 0.105
NEC-i INPUT
PAGE 2
PAGE 3
FA
LINE ID .1.2.3.4.5.6.7.8.9.10
86 KK PT.8A
87 HC 2
88 KK PT.8A FLOODWATER DETENTION BASIN D
89 KO 0 2
90 RS 1 STOR -1
91 SV 0 3.8 15.2 38.4 61.04 83.64 106.25
92 SQ 0 22 42 51 289 731 1289
93 SE 100 102 104 106 108 110 112
94 KK 8A-8 CHANNEL ROUTING
95 RK 4380 0.004 0.040 0 TRAP 50 3
96 KK SUB 8B
97 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 8B
98 BA 0.53
99 PB 2.80
100 LS 85
101 UD 0.248
102 KK PT. 8
103 HC 2
104 KK SUB
105 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 1
106 BA 0.88
107 PB 2.80
108 LS 89
109 UD 0.117
110 KK SUB
111 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 2 112 BA 0.58
113 PB 2.80
114 LS 87
115 UD 0.107
116 KK PT. 3
117 HC 2
118 KK 3-3A CHANNEL ROUTING
119 RK 2000 0.015 0.020 0 TRAP 10 2
120 KK 3A-4 CHANNEL ROUTING
121 RK 3920 0.013 0.040 0 TRAP 50 3
122 KK SUB 4
123 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 4 124 BA 0.74
125 PB 2.70
126 LS 87
127 UD 0.148
HEC-1 INPUT
LINE ID.......1 .......2.......3.......4.......5.......6.......7.......8.......9......10
128 KK PT. 4
129 HC 2
130 KK PT. 9
131 HC 2
132 KK 9-10 CHANNEL ROUTING
133 RK 2920 0.007 0.040 0 TRAP 60 3
134 KK SUB 10
135 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 10
136 BA 0.42
137 PB 2.70
138 LS 82
3
PAGE 6
I
139 UD 0.189
140 KK P1.10 ' 141 HC 2
142 KK SUB 11
143 KM RUNOFF FROM ENCINITAS CREEK SUBBASIN 11
I 144
145
KO
PB
3 2
2.80
146 BA 0.65
147 LS 88
148 UD 0.102
1 149 KK P1.11
150 KM STORAGE ROUTING IN FLOODWATER DETENTION BASIN C
151 KO 3 2 ' 152
153
RS
SV
1 ELEV 66.1
0 0.4 1.5 2.6 3.7 4.9 6.1 7.6 9.9 13
154 Sv 22 27.7 34.4 42.3
155 SE 66 67 68 69 70 71 72 73 74 75
156 SE 77 78 79 80
157 SO 0 7 17.5 37.5 70 101 118 132 143 155 I 158 SQ 177 186 196 209
159 KK P1.12
160 HC 2
I 161 KK 12-13 CHANNEL ROUTING
162 RK 4040 0.011 0.045 0 TRAP 60 3
I 163
164
KK
KM
SUB 13
RUNOFF FROM ENCINITAS CREEK SUBBASIN 13
165 BA 0.66
166 PB 2.70
167. LS 82
UD 0.262 I 168
1 HEC-1 INPUT PAGE 5
LINE ID .......1 .......2 .......3.......4 .......5 .......6.......7.......8.......9......10
169 KK P1.13
170 NC 2
171 ZZ
I
* *
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* FEBRUARY 1981 *
* REVISED 02 AUG 88 *
I* *
* RUN DATE 05/07/1991 TIME 16:11:14 *
* *
**** * * *** * **** *** **** *
DRAINAGE STUDY FOR ENCINITAS CREEK, CARLSBAD I FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMENT
WITH FLOODWATER DETENTION BASINS A, B, C AND D
6-HOUR STORM, 100-YEAR EVENT
7 10 I OUTPUT CONTROL
ZONES 11, 12, ETC
VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 12DEC89 STARTING DATE
I ITIME 0000 STARTING TIME
NO 300 NUMBER OF HYDROGRAPH ORDINATES
I
* ***** * * ********* * ******* **** ****** *** *
* *
* U.S. ARMY CORPS OF ENGINEERS *
* THE HYDROLOGIC ENGINEERING CENTER *
* 609 SECOND STREET *
* DAVIS, CALIFORNIA 95616 *
* (916) 551-1748 *
* *
- NDDATE 12DEC89 ENDING DATE
NDTIME 0958 ENDING TIME
ICENT 19 CENTURY MARK 1 COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 9.97 HOURS
I ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
I STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
i *** *** *** *** *** ***
I
I
I
I I
I
I
I
I
I
I
I
I
1 5
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT -
SUB 6C 561. 2.83 121. 73. 73. .65
ROUTED TO
6C-68 559. 2.90 121. 73. 73. .65
HYDROGRAPH AT
SUB 68 381. 2.77 75. 45. 45. .37
2 COMBINED AT
P1.66 900. 2.83 196. 118. 118. 1.02
ROUTED TO
6B-6A 899. 2.87 196. 118. 118. 1.02
HYDROGRAPH AT
SUB 6A 197. 2.73 37. 22. 22. .20
2 COMBINED AT
PT.6A 1025. 2.83 233. 140. 140. 1.22
ROUTED TO
PT.6A 642. 3.10 233. 140. 140. 1.22
134.55 3.10
ROUTED TO
6A-6 642. 3.17 233. 140. 140. 1.22
HYDROGRAPH AT
SUB 6 242. 2.77 46. 28. 28. .25
2 COMBINED AT
PT. 6 734. 2.80 279. 168. 168. 1.47
ROUTED TO
PT. 6 558. 3.83 247. 159. 159. 1.47
119.10 3.83
HYDROGRAPH AT
SUB 5A 540. 2.87 125. 75. 75. .64
ROUTED TO
5A-5 539. 3.00 124. 75. 75. .64
HYDROGRAPH AT
SUB 5 588. 2.83 126. 76. 76. .68
2 COMBINED AT
PT. 5 1051. 2.90 250. 151. 151. 1.32
2 COMBINED AT
PT. 7 1163. 2.93 492. 310. 310. 2.79
ROUTED TO
7-8A 1160. 3.07 492. 306. 306. 2.79
HYDROGRAPH AT
SUB 8A 72. 2.77 14. 8. 8. .09
2 COMBINED AT
PT.8A 1185. 3.03 505. 314. 314. 2.88
ROUTED TO
PT.8A 753. 4.40 420. 263. 263. 2.88
110.08 4.40
6
1
ROUTED TO
+ 8A-8 753. 4.60 419. 257. 257. 2.88
'HYDROGRAPH AT
+ SUB 88 353. 2.87 81. 49. 49. .53
2 COMBINED AT
+ p. 8 827. 4.53 473. 306. 306. 3.41 I HYDROGRAPH AT
+ SUB 1 842. 2.77 163. 98. 98. .88
AT
+ I HYDROGRAPH
SUB 2 511. 2.77 98. 59. 59. .58
2 COMBINED AT
+ p. 3 1353. 2.77 260. 157. 157. 1.46 I ROUTED TO
+ 3-3A 1342. 2.77 260. 157. 157. 1.46
TO
+ I ROUTED
3A-4 1340. 2.87 260. 157. 157. 1.46
HYDROGRAPH AT
+ SUB 4 589. 2.80 118. 71. 71. .74 I 2 COMBINED AT
+ PT. 4 1890. 2.83 378. 228. 228. 2.20
+ I 2 COMBINED AT
PT. 9 2238. 2.83 842. 534. 534. 5.61
ROUTED TO
+ 9-10 2236. 2.90 842. 530. 530. 5.61 I HYDROGRAPH AT
+ SUB 10 238. 2.83 52. 31. 31. .42
+ I 2 COMBINED AT
P1.10 2456. 2.90 893. 562. 562. 6.03
HYDROGRAPH AT
+ SUB 11 602. 2.77 115. 69. 69. .65
I ROUTED TO
+ PT.11 170. 3.37 113. 69. 69. .65 + 76.38 3.37
I 2 COMBINED AT
+ P1.12 2622. 2.90 1005. 631. 631. 6.68
ROUTED TO
+ 12-13 2610. 2.97 1003. 626. 626. 6.68 I HYDROGRAPH AT
+ SUB 13 335. 2.90 81. 49. 49. .66
COMBINED AT I 2
+ P1.13 2926. 2.97 1080. 675. 675. 7.34
NORMAL END OF HEC-1
I
I
1
I
APPENDIX C. INPUT/OUTPUT LISTINGS FOR HEC-2
* WATER SURFACE PROFILES *
*
* VERSION OF NOVEMBER 1976 *
I* * UPDATED MAY 1986 *
*
* IBM-PC-XT VERSION AUGUST 1985 *
*
I * RUN DATE 09-03-90 TIME 15:55:55 *
*
******************************************************
I
Ix
X X x x x x
X X x x
I
xxxxxxx xxxx x xxxxx xxxxx
X X x x
X X x x x
X x xxxxxxx xxxxx xxxxxxx
***************************************
* U.S. ARMY CORPS OF ENGINEERS
* THE HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET, SUITE D
* DAVIS, CALIFORNIA 95616
* (916) 440-2105 (FTS) 448-2105
09-03-90 15:55:55 PAGE 1
I THIS RUN EXECUTED 09-03-90
** *** *** *** * ***** * **** *** * ** *** ******** **** * *
HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR 01,02,03,04,05,06
MODIFICATION - 50,51,52,53,54,55,56
I IBM-PC-XT VERSION AUGUST 1985
I ll THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS
T2 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS
13 FOR NATURAL CONDITIONS WITHOUT DETENTION BASINS
I Ji [CHECK IWO NINV IDIR STRT METRIC HVIWS a WSEL FO
0. 2. 0. 0. .000000 .00 .0 0. 8.500 .000
I J2 NPROF [PLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
1.000 .000 -1.000 .000 .000 .000 .000 .000 .000 .000
I OT 3.000 4725.000 3450.000 2926.000 .000 .000 .000 .000 .000 .000 NC .060 .060 .060 .100 .300 .000 .000 .000 .000 .000 Xl .000 62.000 410.000 530.000 .000 .000 .000 .000 .000 .000 X3 10.000 .000 .000 270.000 .000 .000 .000 .000 .000 .000 GR 5.900 .000 5.900 10.000 6.000 20.000 5.900 30.000 5.900 40.000 I GR 5.900 50.000 5.900 60.000 5.900 70.000 5.900 80.000 5.800 90.000 GR 5.800 100.000 5.800 110.000 5.800 120.000 5.700 130.000 5.600 140.000 GR 5.500 150.000 5.400 160.000 5.400 170.000 5.300 180.000 5.200 190.000
I
GR
GR
5.000 200.000 5.000
4.200 246.300 3.300
210.000
249.900
5.000
3.300
220.000
250.000
4.800
3.300
230.000
252.000
4.500
4.000
240.000
255.000 GR 4.100 260.000 4.300 270.000 4.300 280.000 4.300 290.000 4.400 300.000 GR 4.600 310.000 4.700 320.000 4.700 330.000 4.800 340.000 4.900 350.000 GR 5.000 360.000 5.000 370.000 4.900 380.000 4.900 390.000 4.900 400.000
I
I
GR 4.900 410.000 4.900 420.000 4.800 430.000 4.700 440.000 4.700 450.000
GR 4.700 460.000 4.800 470.000 4.700 480.000 4.800 490.000 4.800 500.000
GR 4.800 510.000 4.900 520.000 5.000 530.000 5.200 540.000 5.400 550.000
OR 5.800 560.000 5.800 562.900 .000 .000 .000 .000 .000 .000
NC .000 .000 .000 .300 .500 .000 .000 .000 .000 .000
xi .017 48.000 .000 80.000 295.000 295.000 295.000 .000 .000 .000
X3 10.000 .000 .000 .000 .000 270.000 .000 .000 .000 .000
X2 .000 .000 .000 .000 .000 1.500 .000 .000 .000 .000
OR 7.200 .000 7.300 10.000 7.400 20.000 7.500 30.000 7.600 40.000
OR 7.800 50.000 7.900 60.000 8.000 70.000 8.000 80.000 8.000 90.000
OR 8.100 100.000 8.100 110.000 8.100 120.000 8.100 130.000 8.000 140.000
GR 8.000 150.000 7.900 160.000 7.800 170.000 7.800 180.000 7.800 190.000
GR 7.700 200.000 7.700 210.000 7.700 220.000 7.600 230.000 7.500 240.000
GR 7.400 250.000 7.400 260.000 7.400 270.000 7.300 280.000 7.200 290.000
OR 7.100 300.000 7.100 310.000 7.100 320.000 7.500 325.400 8.900 330.000
GR 13.900 340.000 17.600 350.000 17.900 353.500 17.900 360.000 17.800 368.900
GR 17.600 370.000 17.700 380.000 17.700 390.000 17.800 400.000 17.900 410.000
GR 18.100 421.800 18.200 430.000 18.200. 433.500 .000 .000 .000 .000
09-03-90 15:55:55 PAGE 2
xi .053 14.000 229.400 266.600 405.000 325.000 365.000 .000 .000 .000
X3 .000 .000 .000 229.400 18.500 266.600 18.500 .000 .000 .000
GR 16.000 185.000 9.500 229.400 9.500 229.500 9.500 241.400 9.500 241.500
OR 9.500 242.000 9.500 242.100 9.500 254.000 9.500 254.100 9.500 254.500
GR 9.500 254.600 9.500 266.500 9.500 266.600 16.000 290.000 .000 .000
NC .000 .000 .017 .000 .000 .000 .000 .000 .000 .000
Xl .054 14.000 229.400 266.600 10.000 10.000 10.000 .000 .000 .000
X3 .000 .000 .000 229.400 18.500 266.600 18.500 .000 .000 .000
BT -14.000 185.000 16.000 16.000 229.400 18.500 9.500 229.500 18.500 17.500
81 .000 241.400 18.500 17.500 241.500 18.500 9.500 242.000 18.500 9.500
81 .000 242.100 18.500 17.500 254.000 18.500 17.500 254.100 18.500 9.500
81 .000 254.500 18.500 9.500 254.600 18.500 17.500 266.500 18.500 17.500
BT .000 266.600 18.500 9.500 290.000 16.000 16.000 .000 .000 .000
GR 16.000 185.000 9.500 229.400 9.500 229.500 9.500 241.400 9.500 241.500
OR 9.500 242.000 9.500 242.100 9.500 254.000 9.500 254.100 9.500 254.500
GR 9.500 254.600 9.500 266.500 9.500 266.600 16.000 290.000 .000 .000
Xl .063 14.000 229.400 266.600 120.000 120.000 120.000 .000 .000 .000
X3 .000 .000 .000 229.400 18.800 266.600 18.800 .000 .000 .000
BT -14.000 185.000 16.000 16.000 229.400 18.800 9.800 229.500 18.800 17.800
BT .000 241.400 18.800 17.800 241.500 18.890 9.800 242.000 18.800 9.800
RI .000 242.100 18.800 17.800 254.000 18.800 17.800 254.100 18.800 9.800
BI .000 254.500 18.800 9.800 254.600 18.800 17.800 266.500 18.800 17.800
81 .000 266.600 18.800 9.800 290.000 16.000 16.000 .000 .000 .000
GR 16.000 185.000 9.800 229.400 9.800 229.500 9.800 241.400 9.800 241.500
GR 9.800 242.000 9.800 242.100 9.800 254.000 9.800 254.100 9.800 254.500
GR 9.800 254.600 9.800 266.500 9.800 266.600 16.000 290.000 .000 .000
NC 000 .000 .050 .000 .000 .000 .000 .000 .000 .000
Xl .064 14.000 229.400 266.600 10.000 10.000 10.000 .000 .000 .000
X3 .000 .000 .000 229.400 18.800 266.600 18.800 .000 .000 .000 OR 16.000 185.000 9.800 229.400 9.800 229.500 9.800 241.400 9.800 241.500 GR 9.800 242.000 9.800 242.100 9.800 254.000 9.800 254.100 9.800 254.500 GR 9.800 254.600 9.800 266.500 9.800 266.600 16.000 290.000 . .000 .000
NC .000 .000 .120 .100 .300 .000 .000 .000 .000 .000 Xl .098 45.000 445.300 526.200 135.000 130.000 140.000 .000 .000 .000 X3 10.000 .000 .000 265.100 .000 .000 .000 .000 .000 .000 GR 69.400 .000 69.500 10.000 69.500 20.000 69.500 30.000 69.500 40.000 OR 69.500 60.000 69.400 90.000 73.400 102.000 70.500 110.000 67.900 118.700
GR 58.200 120.000 37.900 126.800 36.200 130.000 27.500 140.000 25.100 146.200 OR 20.600 153.300 20.200 160.000 20.200 170.000 20.400 190.000 21.100 220.000
GR 20.400 230.700 20.100 265.100 17.900 285.200 17.300 310.700 17.200 350.600 GR 17.200 420.600 17.100 430.700 17.200 440.700 17.200 445.300 14.800 450.600 GR 13.100 460.600 13.100 470.600 12.700 485.200 12.900 510.700 14.000 526.200 GR 14.300 550.600 14.600 580.700 15.000 610.600 16.000 645.200 17.600 685.200 OR 18.900 725.300 20.800 765.300 22.900 815.200 24.100 835.300 24.900 844.100 NC .000 .000 .140 .000 .000 .000 .000 .000 .000 .000 Xl .129 51.000 400.000 470.000 160.000 145.000 150.000 .000 .000 .000 OR 74.600 .000 74.800 10.000 74.900 20.000 74.900 30.000 73.800 60.000
2
GR 76.000 64.800 46.000 69.400 45.900 70.000 43.300 80.000 41.300 90.000
GR 35.900 100.000 34.600 103.300 30.100 105.300 29.700 112.200 29.200 120.000
GR 29.400 130.000 29.700 140.000 29.800 150.000 29.500 170.000 29.700 180.000
GR 28.600 210.000 25.300 237.500 25.600 260.000 25.500 290.000 25.300 320.000
GR 24.900 325.300 22.200 330.000 17.600 340.000 15.900 347.700 15.900 350.000
GR 15.900 360.000 15.800 370.000 15.900 380.000 16.400 390.000 16.900 400.000
GR 16.800 410.000 16.500 420.000 16.500 430.000 17.000 440.000 17.100 450.000
GR 17.200 470.000 17.100 490.000 17.100 510.000 17.300 530.000 17.800 560.000
GR 18.700 590.000 19.900 618.100 21.700 648.100 23.100 688.100 26.000 758.100
GR 26.400 762.100 .000 .000 .000 .000 .000 .000 .000 .000
Xl .156 67.000 230.900 290.000 140.000 140.000 140.000 .000 .000 .000
GR 34.900 .000 34.800 10.000 34.500 20.000 34.000 30.000 33.600 40.000
GR 34.400 41.100 34.300 42.300 34.000 50.000 33.100 53.700 30.000 60.000
GR 29.300 65.100 29.300 70.000 28.900 80.000 28.700 90.000 28.500 100.000
GR 28.300 110.000 28.400 120.000 28.600 130.000 28.300 134.200 26.600 140.000
GR 24.300 148.100 24.500 150.000 24.400 158.900 24.100 160.000 19.500 170.000
GR 19.600 176.700 19.600 180.000 19.600 190.000 19.400 200.000 19.400 210.000
GR 19.300 220.000 19.200 230.900 17.400 240.000 16.600 250.000 16.800 260.000 GR 17.500 270.000 18.300 280.000 19.000 290.000 19.700 300.000 20.300 310.000 GR 20.700 320.000 20.800 330.000 20.700 340.000 20.700 350.000 20.800 360.000
GR 21.000 370.000 21.200 380.000 21.200 390.000 21.400 400.000 21.400 410.000
GR 21.600 420.000 21.800 430.000 22.000 440.000 22.500 450.000 22.500 460.000 GR 22.800 470.000 23.200 480.000 23.500 490.000 23.700 500.000 24.100 510.000 GR 24.100 520.000 24.300 530.000 24.500 540.000 24.800 550.000 25.100 560.000
GR 26.000 570.000 26.400 575.200 .000 .000 .000 .000 .000 .000
Xl .182 69.000 220.000 300.000 140.300 141.000 140.700 .000 .000 .000 GR 39.300 .000 39.300 10.000 39.400 20.000 39.200 30.000 38.500 40.000
GR 38.900 41.400 39.000 43.200 38.800 50.600 36.200 60.000 32.200 70.000
GR 28.500 78.000 28.400 80.000 28.200 90.000 28.000 100.000 27.800 110.000 GR 27.400 120.000 26.600 130.000 26.500 140.000 26.600 150.000 26.800 160.000
GR 26.500 162.800 25.600 170.000 24.800 180.000 24.000 190.000 23.500 200.000 GR 23.000 210.000 22.600 220.000 22.500 230.100 22.500 240.000 22.400 250.000 GR 22.500 260.000 22.500 261.000 21.100 267.700 21.100 270.000 21.100 280.000 GR 21.600 283.900 22.200 290.000 22.400 297.800 22.400 300.000 22.500 310.000 GR 22.500 320.000 22.700 330.000 22.800 340.000 23.100 350.000 23.300 360.000 GR 23.800 370.000 24.200 380.000 24.500 390.000 24.700 400.000 24.800 410.000 GR 25.100 420.000 25.200 430.000 25.200 440.000 25.600 450.000 26.000 460.000 GR 26.300 470.000 26.500 480.000 26.600 490.000 26.800 500.000 26.900 510.000 GR 27.200 520.000 27.500 530.000 28.600 540.000 29.300 550.000 30.000 560.000 GR 30.400 570.000 30.800 580.000 31.000 590.000 31.200 597.400 .000 .000
NC .000 .000 .150 .000 .000 .000 .000 .000 .000 .000 Xl .202 67.000 200.000 270.000 110.000 115.000 112.000 .000 .000 .000 X3 10.000 .000 .000 140.000 .000 .000 .000 .000 .000 .000 GR 42.000 .000 41.800 10.000 41.500 20.000 42.100 21.200 42.300 22.600 GR 42.400 30.000 42.300 32.100 38.700 40.000 34.300 50.000 31.300 59.200 GR 31.200 60.000 30.600 70.000 30.000 80.000 29.900 90.000 29.600 99.800 GR 29.600 100.000 29.000 110.000 28.500 120.000 28.000 130.000 28.200 133.800
GR 29.200 140.000 28.900 148.300 28.700 150.000 27.300 160.000 26.100 170.000 GR 25.300 180.000 25.200 183.000 25.500 190.000 25.700 200.000 25.300 210.000 GR 25.300 220.000 25.300 230.000 24.300 240.000 24.800 243.200 25.400 249.000 GR 25.400 250.000 25.300 260.000 25.300 270.000 25.500 280.000 25.600 290.000 GR 25.700 300.000 26.000 310.000 26.000 320.000 26.000 330.000 26.200 340.000 GR 26.400 350.000 26.500 360.000 27.000 370.000 27.500 380.000 27.500 390.000 GR 27.700 400.000 27.700 410.000 28.000 420.000 28.100 430.000 28.200 440.000 GR 28.400 450.000 28.600 460.000 28.900 470.000 29.200 480.000 29.600 490.000 GR 29.900 500.000 30.100 510.000 30.400 520.000 31.000 530.000 31.500 540.000 GR 31.400 550.000 31.300 555.100 .000 .000 .000 .000 .000 .000
Xl .240 65.000 180.000 260.000 210.000 205.000 205.000 .000 .000 .000 GR 45.400 .000 45.500 10.000 45.500 20.000 45.400 30.000 45.400 38.600 GR 45.400 40.200 44.700 48.900 44.200 50.000 39.100 60.000 34.200 70.000 GR 32.200 80.000 30.900 90.000 30.500 98.200 30.500 100.000 30.400 110.000 GR 30.200 120.000 30.100 130.000 29.700 140.000 29.700 150.000 29.500 160.000 GR 29.300 170.000 29.100 180.000 28.500 190.000 27.700 200.000 28.000 210.000 GR 28.000 220.000 28.200 230.000 28.600 240.000 28.700 250.000 29.500 260.000 GR 29.700 270.000 30.000 280.000 29.900 290.000 30.000 300.000 29.900 310.000
3
GR 29.800 320.000
GR 30.000 370.000
GR 31.800 410.000
GR 34.900 450.000
GR 36.100 490.000
GR 38.200 540.000
xi .277
GR 48.600
GR 47.400
GR 36.000
GR 33.300
GR 33.700
GR 33.100
GR 32.800
GR 33.300
GR 33.800
GR 36.500
GR 38.400
GR 40.300
GR 42.400
xi .310
GR 51.000
GR 49.800
GR 38.500
GR 35.500
GR 34.800
GR 34.700
GR 35.000
GR 35.500
GR 37.300
GR 38.600
GR 40.500
GR 42.900
GR 45.600
xi .356
X3 10.000
GR 54.400
GR 52.600
GR 43.000
GR 38.900
GR 38.200
GR 37.400
GR 36.300
GR 36.200
GR 38.900
GR 40.800
GR 41.900
GR 44.700
GR 47.100
xi .401
GR 57.000
GR 56.800
GR 51.700
GR 42.400
GR 40.500
GR 40.000
GR 39.400
GR 38.900
GR 39.700
GR 41.700
GR 43.500
GR 44.100
GR 46.200
GR 48.700
63.000
.000
48.300
80.000
128.000
170.000
220.000
270.000
320.000
370.000
409.000
450.800
500.000
550.000
63.000
.000
41.600
80.000
130.000
170.000
220.000
270.000
320.000
371.300
420.000
470.000
520.000
570.000
64.000
.000
.000
42.700
80.000
130.000
180.000
230.000
280.000
331.800
380.000
419.300
460.000
510.000
560.000
67.000
.000
42.400
70.000
120.000
160.000
210.000
260.000
310.000
360.000
410.000
440.000
480.000
530.000
580.000
29.900
30.200
33.800
34.200
36.100
38.300
220.000
48.300
45.300
35.500
33.300
33.500
33.100
33.000
33.300
34.600
36.500
38.800
40.900
42.800
210.000
51.000
45.500
38.100
34.800
34.500
34.800
35.400
35.600
37.600
39.000
40.900
43.400
46.100
270.000
.000
54.200
47.500
42.100
38.200
38.100
37.300
36.100
37.300
40.500
40.800
42.300
45.300
47.800
260.000
56.900
55.000
49.900
41.000
40.400
39.900
39.200
39.000
39.800
41.700
43.500
44.800
46.800
49.100
330.000
380.000
420.000
460.000
500.000
550.000
280.000
10.000
50.000
90.000
130.000
180.000
230.000
280.000
330.000
378.100
410.000
460.000
510.000.
560.000
270.000
10.000
50.000
90.000
138.700
180.000
230.000
280.000
330.000
380.000
430.000
480.000
530.000
580.000
350.000
.000
10.000
50.000
90.000
140.000
190.000
240.000
290.000
340.000
390.300
420.000
470.000
520.000
570.000
340.000
10.000
50.000
80.000
130.000
170.000
220.000
270.000
320.000
370.000
420.000
450.000
490.000
540.000
589.100
29.900
30.300
34.700
34.900
36.500
38.500
193.400
48.300
39.300
34.800
33.700
33.300
32.900
33.100
33.500
34.900
36.300
39.000
41.400
43.200
190.000
50.800
39.600
37.500
34.800
34.500
34.400
35.600
35.700
37.600
39.300
41.400
43.800
46.300
245.000
.000
54.100
44.500
41.000
37.600
37.900
37.100
36.000
38.500
41.000
41.200
42.900
45.700
48.600
238.900
56.500
54.700
48.800
40.600
40.100
39.800
39.100
39.400
40.100
42.000
43.400
45.200
47.300
.000
340.000
390.000
430.000
468.700
510.000
560.000
191.300
20.000
60.000
100.000
140.000
190.000
240.000
290.000
340.000
380.000
422.600
470.000
520.000
569.000
190.000
20.000
60.000
100.000
140.000
190.000
240.000
290.000
340.000
390.000
440.000
490.000
540.000
582.800
250.000
400.000
20.000
60.000
100.000
150.000
200.000
250.000
300.000
350.000
400.000
430.000
480.000
530.000
580.000
238.800
20.000
52.200
90.000
137.700
180.000
230.000
280.000
330.000
380.000
424.700
460.000
500.000
550.000
.000
30.100
30.400
34.700
35.000
37.300
38.700
197.400
48.300
36.200
34.300
33.800
33.200
32.100
33.100
33.500
35.600
37.400
39.600
41.900
.000
190.000
50.400
39.300
36.800
34.800
34.600
34.500
35.600
36.300
38.000
39.800
41.800
44.300
.000
250.000
.000
53.800
44.200
40.000
37.600
37.800
36.900
35.900
38.600
40.900
41.500
43.800
46.200
48.600
238.800
56.500
53.000
47.800
40.600
40.100
39.600
39.000
39.400
40.300
43.600
43.600
45.400
47.600
.000
350.000
400.000
434.900
470.000
520.000
570.000
.000
30.000
68.800
110.000
150.000
200.000
250.000
300.000
350.000
390.000
430.000
480.000
530.000
.000
.000
30.000
61.500
110.000
150.000
200.000
250.000
300.000
350.000
400.000
450.000
500.000
550.000
.000
.000
.000
30.000
64.500
110.000
161.100
210.000
260.000
310.000
360.000
403.100
440.000
490.000
540.000
585.000
.000
30.000
60.000
100.000
140.000
190.000
240.000
290.000
340.000
390.000
430.000
470.000
510.000
560.000
.000
30.200
31.600
34.600
35.300
37.800
38.700
.000
47.900
36.200
33.300
33.700
33.200
31.900
33.100
33.700
35.800
37.900
39.900
42.100
.000
.000
50.100
39.100
36.200
35.000
34.800
34.700
35.400
37.000
38.400
40.200
42.300
45.000
.000
.000
.000
53.200
43.900
39.400
37.900
37.500
36.700
35.900
38.800
40.800
41.700
44.300
46.600
.000
.000
56.700
52.400
45.700
40.500
40.000
39.400
39.000
39.600
40.800
43.500
43.600
45.700
47.800
.000
360.000
409.100
440.000
480.600
530.000
579.200
.000
40.000
70.000
120.000
160.000
210.000
260.000
310.000
360.000
400.000
440.000
490.000
540.000
.000
.000
40.000
70.000
120.000
160.000
210.000
260.000
310.000
360.000
410.000
460.000
510.000
560.000
.000
.000
.000
40.000
70.000
120.000
170.000
220.000
270.000
320.000
370.000
410.000
450.000
500.000
550.000
.000
.000
40.000
63.500
110.000
150.000
200.000
250.000
300.000
350.000
400.000
435.600
475.900
520.000
570.000
.000
NC .000 .000 .130 .000 .000 .000 .000 .000 000 .000
4
Xl .451 81.000 450.000 530.000 260.000 235.000 245.000 .000 .000 .000
GR 75.200 .000 69.900 10.000 65.400 20.000 61.700 30.000 60.700 33.400
GR 60.600 38.000 60.100 39.900 60.100 40.000 60.100 50.000 60.000 60.000
GR 59.800 63.100 59.500 70.000 59.200 80.000 58.700 90.000 58.800 92.500
GR 58.900 100.000 58.600 110.000 58.500 112.900 58.300 120.000 58.000 130.000
GR 58.100 131.100 58.300 132.800 58.300 138.000 58.300 140.000 51.900 150.000
GR 50.200 160.000 49.500 170.000 49.300 180.000 49.200 190.000 49.100 200.000
GR 48.800 210.000 48.800 220.000 48.500 230.000 48.100 240.000 47.500 250.000
GR 46.500 260.000 45.000 270.000 44.000 280.000 43.400 290.000 42.700 300.000
GR 42.200 310.000 42.000 320.000 41.800 330.000 41.600 340.000 41.500 350.000
GR 41.500 360.000 41.500 370.000 41.600 380.000 41.700 390.000 41.800 400.000
GR 42.200 410.000 42.400 420.000 42.500 430.000 42.400 440.000 42.300 450.000
GR 42.200 460.000 42.000 470.000 41.400 480.000 40.900 490.000 40.500 500.000
GR 40.200 510.000 40.600 517.700 40.800 520.000 42.800 530.000 45.400 540.000
GR 45.700 544.200 45.700 550.000 45.800 560.000 46.100 570.000 46.100 580.000
GR 46.000 590.000 45.600 600.000 45.700 604.800 46.100 610.000 46.900 620.000
GR 47.400 630.000 47.600 640.000 47.900 650.000 48.100 660.000 48.400 670.000
GR 48.700 676.100 .000 .000 .000 .000 .000 .000 .000 .000
NC .000 .000 .140 .000 .000 .000 .000 .000 .000 .000
Xl .522 79.000 300.000 368.400 390.400 395.700 392.300 .000 .000 .000
GR 56.200 .000 55.700 10.000 56.300 12.000 55.700 14.300 52.800 20.000 GR 48.900 29.800 48.900 30.000 48.600 40.000 48.100 50.000 47.700 60.000
GR 47.700 70.000 47.600 80.000 47.600 90.000 47.400 100.000 47.500 110.000 GR 47.400 120.000 47.400 130.000 47.400 140.000 47.200 150.000 47.100 160.000
GR 47.000 170.000 47.100 180.000 47.100 190.000 46.900 200.000 46.600 210.000 GR 46.500 220.000 46.400 230.000 46.300 240.000 46.000 250.000 45.800 260.000 GR 45.600 270.000 45.300 280.000 44.900 290.000 44.600 300.000 44.300 310.000
GR 43.900 320.000 43.700 330.000 43.300 340.000 43.100 350.000 43.300 353.200 GR 43.700 360.000 43.900 368.400 43.900 370.000 43.900 380.000 43.900 390.000 GR 43.700 400.000 43.300 411.100 43.600 420.000 43.900 430.000 44.000 440.000 GR 44.100 450.000 44.100 460.000 44.100 471.800 45.700 480.000 46.100 485.100 GR 46.100 490.000 46.100 500.000 46.900 507.000 47.000 510.000 47.000 511.500 GR 46.700 520.000 46.700 524.900 46.900 530.000 47.400 540.000 47.900 550.000
GR 48.200 560.000 48.600 570.000 48.600 580.000 48.800 590.000 49.000 600.000 GR 49.100 610.000 49.300 620.000 49.800 630.000 49.900 640.000 50.000 650.000 GR 49.900 660.000 50.100 670.000 50.200 680.000 50.200 681.200 .000 .000
Xl .615 89.000 410.000 473.600 504.100 513.900 511.300 .000 .000 .000 X3 10.000 .000 .000 .000 .000 569.800 .000 .000 .000 .000 GR 77.300 .000 75.700 10.000 72.700 20.000 69.800 28.100 69.600 30.000 GR 68.900 40.000 68.800 50.000 68.800 60.000 68.800 70.000 68.300 80.000 GR 68.100 90.000 67.600 98.400 65.800 99.800 65.900 100.000 66.600 101.700 GR 67.500 104.100 66.900 106.900 66.900 108.900 67.000 110.000 67.100 120.000 GR 67.200 127.200 67.200 130.000 67.200 140.000 67.400 148.300 67.400 150.000 GR 68.000 160.000 68.200 166.500 68.200 170.000 68.300 180.000 68.900 185.200 GR 69.100 188.600 68.800 190.400 64.800 200.000 61.500 210.000 61.500 211.500 GR 61.000 220.000 60.500 230.000 60.300 240.000 60.000 250.000 59.800 260.000 GR 59.500 268.400 59.100 270.000 57.200 280.000 54.200 290.000 52.400 300.000 GR 50.500 310.000 49.700 320.000 49.400 330.000 49.100 340.000 48.900 350.000 GR 48.800 360.000 48.400 370.000 48.100 380.000 48.000 390.000 47.900 400.000 GR 48.000 410.000 47.900 420.000 47.800 430.000 47.800 440.000 47.100 450.000 GR 47.100 456.800 47.100 460.000 47.400 461.700 48.200 470.000 48.300 473.600 GR 48.500 480.000 48.600 490.000 48.600 500.000 48.800 510.000 49.000 520.000 GR 49.200 530.000 49.500 540.000 49.800 550.000 51.000 560.000 52.100 569.800 GR 52.100 570.000 51.500 580.000 51.200 590.000 51.700 601.800 51.700 610.000 GR 52.000 620.000 52.400 630.000 52.600 640.000 53.100 650.000 53.800 660.000 GR 54.100 670.000 54.500 680.000 55.000 690.000 55.800 694.900 .000 .000
Xl .678 93.000 280.000 350.000 336.100 341.300 341.000 .000 .000 .000 X3 10.000 .000 .000 .000 .000 513.600 .000 .000 .000 .000 GR 85.700 .000 77.800 10.000 76.500 13.000 76.900 15.800 77.200 17.600 GR 76.700 19.800 76.700 20.000 76.800 24.200 76.900 30.000 77.200 40.000 GR 77.300 42.900 77.300 50.000 77.800 60.900 78.000 70.000 77.900 78.500 GR 77.900 80.000 77.800 90.000 78.600 98.000 78.600 100.000 78.600 101.200 GR 72.100 110.000 67.400 120.000 64.700 130.000 63.200 140.000 61.700 150.000 GR 61.700 154.600 61.500 160.000 60.700 170.000 60.100 181.500 58.300 190.000 GR 57.100 200.000 56.300 210.000 56.500 213.600 56.500 220.000 56.600 230.000 GR 55.700 238.000 55.500 240.000 54.400 250.000 53.200 259.300 53.200 260.000 GR 52.700 270.000 52.200 280.000 51.800 290.000 51.400 300.000 50.400 310.000
50.200 317.800 50.500 320.000 50.800 330.000 50.900 340.000 51.100 350.000
51.100 360.000 51.200 370.000 51.100 380.000 50.600 390.000 50.500 400.000
50.500 410.000 50.800 420.000 50.900 430.000 51.100 440.000 51.300 450.000
51.500 460.000 51.800 470.000 53.000 480.000 54.800 490.000 55.100 496.200
54.800 500.000 54.900 510.000 55.500 513.600 55.500 519.500 55.500 520.000
55.000 530.000 54.800 537.800 54.800 540.000 54.700 550.000 55.600 555.400
56.000 560.000 56.700 570.000 57.400 580.000 58.200 590.000 58.400 597.700
58.200 600.000 58.600 607.300 58.900 610.000 59.600 620.000 60.300 630.000
60.600 640.000 61.100 650.000 61.400 660.000 61.900 670.000 62.400 680.000
62.800 690.000 63.300 700.000 64.600 709.700 .000 .000 .000 .000
.000 .000 .130 .000 .000 .000 .000 .000 .000 .000
.780 74.000 320.000 390.000 554.000 568.300 561.700 .000 .000 .000
86.400 .000 79.700 8.200 79.500 9.100 80.700 10.000 80.800 12.000
80.200 14.800 80.100 16.300 80.300 20.000 80.500 30.000 80.400 38.100
80.400 40.000 80.200 50.000 80.300 54.800 80.000 60.000 80.300 70.000
80.200 74.900 80.100 80.000 . 79.700 90.000 80.100 93.600 80.000 95.000
79.000 98.900 78.900 100.000 72.600 110.000 69.400 120.000 68.000 130.000
66.000 140.000 64.200 150.000 63.300 160.000 62.400 170.000 61.500 180.000
60.100 190.000 59.700 200.000 59.300 210.000 58.700 220.000 57.900 230.000
57.200 239.800 57.200 240.000 56.900 250.000 56.700 260.000 56.500 270.000
56.400 280.000 56.500 290.000 56.700 300.000 56.600 310.000 56.600 320.000
56.400 330.000 56.200 340.000 56.000 350.000 55.400 357.700 55.800 360.000
56.100 370.000 56.100 380.000 56.400 390.000 56.600 400.000 56.700 410.000
56.600 420.000 56.400 430.000 56.500 440.000 56.900 450.000 57.200 460.000
58.000 470.000 58.600 480.000 59.000 490.000 58.900 500.000 58.800 510.000
58.900 511.600 59.600 520.000 60.500 530.000 61.000 537.300 61.000 540.000
61.000 550.000 61.600 560.000 62.200 570.000 62.500 577.800 .000 .000
.834 82.000 .370.000 470.000 260.200 248.500 253.600 .000 .000 .000
10.000 .000 .000 .000 .000 500.000 .000 .000 .000 .000
85.300 .000 82.800 10.000 80.300 20.000 79.100 30.000 77.500 39.600
77.400 40.000 74.800 44.700 74.600 45.500 75.100 47.400 75.800 49.600
75.600 50.000 75.700 51.700 75.300 53.200 75.500 60.000 75.500 70.000
75.500 73.900 75.400 80.000 75.200 90.000 75.000 93.500 74.900 100.000 74.600 110.000 74.500 111.800 74.300 120.000 74.400 130.500 74.400 132.300
72.800 137.200 70.300 140.000 65.000 150.000 63.700 156.800 63.700 160.000
63.100 170.000 62.600 180.000 61.900 190.000 61.500 200.000 61.600 210.000
61.100 220.000 60.600 230.000 60.000 240.000 59.500 250.000 59.100 260.000 58.800 270.000 58.800 280.000 58.600 290.000 58.600 300.000 58.500 310.000 58.500 320.000 58.400 330.000 58.300 340.000 58.300 350.000 58.100 360.000
58.000 370.000 57.800 380.000 57.700 390.000 57.300 400.000 57.200 410.000 57.100 420.000 57.400 430.000 57.600 440.000 57.900 450.000 58.600 460.000
59.600 470.000 61.700 480.000 64.800 490.000 65.100 496.800 65.200 500.000 65.200 510.000 65.100 520.000 65.300 530.000 65.300 540.000 65.300 550.000 65.300 554.000 64.900 560.000 64.000 570.000 63.200 580.000 61.900 590.000
61.800 593.600 61.900 600.000 62.500 607.100 62.600 610.000 63.400 620.000 64.100 630.000 64.400 638.300 .000 .000 .000 .000 .000 .000
.000 .000 .140 .000 .000 .000 .000 .000 .000 .000 .918 66.000 810.000 910.000 470.000 460.000 465.000 .000 .000 .000 10.000 .000 .000 690.000 .000 .000 .000 .000 .000 .000 68.400 .000 68.700 10.000 68.800 20.000 69.400 40.000 69.500 60.000 69.400 90.000 69.400 120.000 69.600 160.000 68.800 200.000 68.400 230.000 67.900 270.000 67.400 310.000 66.800 350.000 66.300 380.000 65.800 420.000 65.400 430.000 65.100 440.000 64.200 460.000 64.800 480.000 64.900 510.000
64.800 540.000 64.200 580.000 64.200 610.000 67.800 620.000 67.700 630.000 67.500 650.000 66.700 670.000 66.600 690.000 65.900 712.700 63.500 720.000 60.500 729.500 60.500 730.000 60.500 740.000 60.700 750.000 60.900 760.000 60.900 770.000 61.000 780.000 61.100 790.000 61.200 800.000 61.300 810.000 61.200 830.000 60.800 850.000 60.700 880.000 61.700 910.000 62.500 950.000 62.500 990.000 62.700 1020.000 63.600 1060.000 63.900 1070.000 64.400 1080.000 64.900 1090.000 65.500 1110.000 66.700 1123.600 66.300 1141.900 67.200 1150.000 68.400 1160.000 69.200 1173.100 68.900 1190.000 68.800 1210.000 69.500 1240.000 69.800 1250.000 70.400 1270.000 71.100 1290.000 71.400 1310.000 71.600 1320.000 71.800 1324.100 .000 .000 .000 .000 .000 .000 .000 .000
.050 .050 .140 .000 .000 .000 .000 .000 .000 .000 3.000 4207.000 3013.000 2456.000 .000 .000 .000 .000 .000 .000
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
NC
xi
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
xi
X3
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
NC
xi
X3
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
GR
NC
QT
6
I
X,.998 88.000 150.000 240.000 450.000 425.000 440.000 .000 .000 .000
GR 70.800 .000 71.000 10.000 71.000 19.700 71.000 20.000 70.800 30.000
GR 70.400 39.200 70.400 40.000 70.500 50.000 70.600 57.000 70.400 60.000
GR 70.100 70.000 70.100 74.800 70.000 76.900 69.900 80.000 69.600 81.500
GR 66.500 90.000 62.800 100.000 62.000 105.600 62.000 110.000 62.300 120.000
GR 62.300 130.000 62.400 140.000 62.500 150.000 62.300 160.000 62.300 170.000
GR 62.400 180.000 62.400 190.000 62.400 200.000 62.400 210.000 62.500 220.000
GR 62.900 230.000 63.000 240.000 63.000 250.000 63.000 260.000 63.000 270.000
GR 63.000 280.000 63.000 290.000 63.200 300.000 63.300 310.000 63.300 320.000
GR 63.300 330.000 63.300 340.000 63.300 350.000 63.300 360.000 63.300 370.000
GR 63.300 380.000 63.300 390.000 63.300 400.000 63.300 410.000 63.300 420.000
GR 63.300 430.000 63.300 440.000 63.300 450.000 63.300 460.000 63.400 470.000
GR 64.000 480.000 64.300 490.000 65.100 500.000 66.100 510.000 66.600 520.000
GR 67.000 530.000 67.500 540.000 68.100 550.000 68.800 560.000 69.200 566.500
GR 69.200 570.000 69.200 580.000 69.400 590.000 69.500 600.000 69.600 610.000
GR 69.400 620.000 69.200 630.000 69.100 640.000 69.300 647.300 69.800 650.000
GR 76.400 658.600 75.900 660.000 73.200 670.000 70.700 680.000 71.500 683.100
GR 71.800 687.700 71.500 690.000 71.300 700.000 71.800 702.500 72.400 710.000
GR 72.400 712.800 72.700 720.000 73.300 730.600 .000 .000 .000 .000
NC .000 .000 .150 .000 .000 .000 .000 .000 .000 .000
xi
1.096 83.000 180.000 330.000 525.000 530.000 525.000 .000 .000 .000
GR 79.300 .000 79.500 10.000 79.500 20.000 79.500 25.800 79.400 30.000
GR 79.000 40.000 79.200 .43.900 79.100 45.200 78.900 48.600 77.900 50.000
GR 72.800 60.000 69.900 70.500 69.900 80.000 70.000 91.100 70.100 101.500
GR 68.700 110.000 66.400 120.000 65.300 130.000 64.700 140.000 64.100 150.000
GR 63.500 160.000 63.100 170.000 63.000 180.000 62.100 190.000 62.000 200.000
GR 62.000 210.000 62.000 220.000 62.000 230.000 62.000 240.000 62.000 250.000
GR 62.000 260.000 62.000 270.000 62.000 280.000 62.000 290.000 62.000 300.000
GR 62.000 310.000 62.300 320.000 62.700 330.000 63.000 340.000 63.500 350.000
GR 63.600 360.000 64.200 370.000 64.900 380.000 66.300 390.000 68.500 400.000
GR 70.600 410.000 70.700 417.500 70.700 420.000 70.700 430.000 70.700 440.000
GR 70.700 450.000 71.900 456.600 72.700 460.000 72.900 471.200 70.800 480.900
GR 70.900 490.000 70.800 500.000 70.700 510.000 70.600 520.000 70.500 530.000
GR 70.400 540.000 70.500 550.000 70.600 560.000 70.900 570.000 71.200 580.000
GR 71.600 590.000 71.800 600.000 71.900 610.000 72.000 620.000 72.000 630.000
GR 72.100 640.000 72.300 650.000 72.300 660.000 72.300 670.000 72.700 680.000
GR 72.600 690.000 72.800 700.000 72.900 710.000 73.200 720.000 73.600 730.000
GR 73.800 740.000 74.100 750.000 74.200 757.200 .000 .000 .000 .000
NC .055 .050 .150 .000 .000 .000 .000 .000 .000 .000
xi 1.164 68.000 100.000 280.000 361.500 367.500 363.400 .000 .000 .000
GR 85.700 .000 80.000 10.000 74.100 20.000 74.000 22.600 74.000 30.000
GR
GR
73,800
69.800
40.000
80.000
73.500
68.000
44.400
90.000
72.800
66.300
50.000
100.000
72.100
65.400
60.000
110.000
71.100
65.200
70.000
120.000
GR 65.300 130.000 65.300 140.000 65.300 150.000 65.300 160.000 65.300 170.000
GR 65.300 180.000 65.100 190.000 65.100 200.000 65.100 210.000 65.100 220.000
GR 65.100 230.000 65.200 240.000 65.200 250.000 65.300 260.000 65.500 270.000
GR 66.500 280.000 66.900 290.000 67.000 300.000 67.300 310.000 67.500 320.000
GR 67.700 330.000 67.800 340.000 68.100 350.000 69.000 360.000 73.900 370.000
GR 74.900 375.800 74.800 380.000 74.600 390.000 74.600 400.000 74.700 410.000
GR 74.700 420.000 74.800 430.000 74.900 440.000 75.000 450.000 75.100 460.000
GR 75.200 470.000 75.200 480.000 75.200 490.000 75.200 500.000 75.400 510.000 GR 75.400 520.000 75.600 530.000 75.700 540.000 76.100 550.000 76.300 560.000 GR 76.400 570.000 76.400 580.000 76.700 590.000 76.900 600.000 77.200 610.000 GR 77.500 620.000 77.700 630.000 77.800 632.500 .000 .000 .000 .000
X,1.236 73.000 120.000 240.000 359.100 359.600 359.200 .000 .000 .000
GR 89.600 .000 89.900 .800 89.600 4.900 88.200 10.000 83.800 18.500
GR 83.800 20.000 84.600 30.000 84.700 40.000 84.000 44.300 79.800 50.000
GR 75.800 60.000 . 75.000 63.900 75.100 70.000 74.900 80.000 74.700 90.000 GR 74.700 100.000 74.700 110.000 74.300 120.000 73.700 130.000 73.500 140.000
GR 73.200 150.000 73.000 160.000 73.100 170.000 73.200 180.000 73.300 190.000
GR 73.300 200.000 73.500 210.000 73.500 220.000 73.800 230.000 74.400 240.000
GR 75.100 250.000 76.100 260.000 77.300 270.000 79.400 280.000 79.100 285.300 GR 79.400 290.000 80.200 300.000 80.300 306.400 80.300 310.000 80.400 320.000 GR 80.300 330.000 81.200 335.700 88.700 338.700 88.800 340.000 90.000 350.000
GR 90.900 356.700 90.400 360.000 88.800 369.100 85.900 370.000 80.100 374.700 GR 80.200 380.000 80.200 390.000 80.100 400.000 80.100 410.000 80.100 420.000 GR
GR
80.100
79.200
430.000
480.000
80.000
79.000
440.000
490.000
79.800
79.200
450.000
500.000
79.700
79.300
460.000
510.000
79.500
79.300
470.000
520.000
Ii
GR 79.300 530.000 79.400 540.000 79.600 550.000 79.800 560.000 80.000 570.000
GR 80.100 580.000 80.000 590.000 80.400 595.100 .000 .000 .000 .000
MC .050 .040 .130 .000 .000 .000 .000 .000 .000 .000
Xl 1.313 87.000 270.000 390.000 427.700 414.200 423.600 .000 .000 .000
GR 121.600 .000 114.800 10.000 111.100 20.000 108.000 23.200 96.900 30.000
GR 87.900 40.000 83.900 46.500 83.900 50.000 83.800 51.700 83.400 53.500
GR 83.800 60.000 83.900 70.000 84.100 80.000 84.200 90.000 84.200 93.600
GR 84.100 100.000 83.800 110.000 83.500 120.000 83.600 130.000 83.600 130.700
GR 83.100 135.000 81.300 140.000 77.600 150.000 77.000 152.200 76.900 160.000
GR 76.900 170.000 76.700 180.000 76.100 190.000 75.300 200.000 75.000 210.000
GR 74.800 220.000 74.500 230.000 74.500 240.000 74.500 250.000 74.300 260.000
GR 74.300 270.000 74.000 280.000 73.800 290.000 73.600 300.000 73.400 310.000
GR 73.300 320.000 73.200 330.000 73.000 340.000 73.100 350.000 73.100 360.000
GR 73.400 370.000 73.500 380.000 73.500 390.000 73.700 400.000 73.800 410.000
GR 73.800 420.000 73.800 430.000 73.800 440.000 74.000 450.000 74.000 460.000
GR 74.200 470.000 74.300 480.000 74.500 490.000 74.700 500.000 74.900 510.000
GR 75.000 520.000 75.200 530.000 76.000 540.000 76.800 550.000 77.400 560.000
GR 77.500 562.100 77.700 570.000 78.000 580.000 78.200 590.000 78.400 600.000
GR 79.100 610.000 79.800 620.000 80.600 630.000 80.700 631.600 80.700 640.000
GR 81.200 650.000 81.700 652.200 81.800 656.100 81.800 660.000 82.100 670.000
GR 82.500 680.000 82.900 690.000 83.300 700.000 83.900 710.000 84.500 720.000
GR 85.300 730.000 85.700 735.600 .000 .000 .000 .000 .000 .000
NC .030 .060 .030 .000 .000 .000 .000 .000 .000 .000
CT 3.000 1890.000 1890.000 1890.000 .000 .000 .000 .000 .000 .000
Xl 1.403 11.000 394.900 448.900 535.000 490.000 524.000 .000 .000 .000
X3 .000 .000 .000 394.900 84.000 .000 .000 .000 .000 .000
GR 81.400 .000 81.900 44.800 81.500 68.700 80.300 86.100 82.500 106.000
GR 83.500 280.000 83.500 394.900 76.700 423.900 77.100 448.900 81.400 557.900
GR 87.200 662.400 .000 .000 .000 .000 .000 .000 .000 .000
NC .030 .040 .030 .000 .000 .000 .000 .000 .000 .000
Xl 1.420 11.000 404.300 444.700 370.000 360.000 362.000 .000 .000 .000
X3 .000 .000 .000 350.000 84.000 .000 .000 .000 .000 .000
GR 83.800 .000 84.200 33.100 83.600 66.400 82.200 156.800 83.200 236.000
GR 82.300 318.300 81.600 404.300 78.400 411.400 84.400 444.700 86.500 526.700
GR 89.900 608.000 .000 .000 .000 .000 .000 .000 .000 .000
Xl 1.520 12.000 338.800 396.900 270.000 252.000 252.000 .000 .000 .000
X3 .000 .000 .000 258.600 89.500 .000 .000 .000 .000 .000
GR 89.300 .000 88.800 30.900 88.100 67.900 88.300 165.700 89.500 258.600
GR 87.500 338.800 85.400 363.000 83.100 377.500 88.500 396.900 92.600 477.300
GR 97.600 558.500 102.400 635.300 .000 .000 .000 .000 .000 .000
CT 3.000 4207.000 3013.000 2456.000 .000 .000 .000 .000 .000 .000
MC .050 .040 .130 .000 .000 .000 .000 .000 .000 .000
Xl -1.313 87.000 270.000 390.000 427.700 414.200 423.600 .000 .000 .000 GR 121.600 .000 114.800 10.000 111.100 20.000 108.000 23.200 96.900 30.000
GR 87.900 40.000 83.900 46.500 83.900 50.000 83.800 51.700 83.400 53.500 GR 83.800 60.000 83.900 70.000 84.100 80.000 84.200 90.000 84.200 93.600
GR 84.100 100.000 83.800 110.000 83.500 120.000 83.600 130.000 83.600 130.700
GR 83.100 135.000 81.300 140.000 77.600 150.000 77.000 152.200 76.900 160.000
GR 76.900 170.000 76.700 180.000 76.100 190.000 75.300 200.000 75.000 210.000 GR 74.800 220.000 74.500 230.000 74.500 240.000 74.500 250.000 74.300 260.000 GR 74.300 270.000 74.000 280.000 73.800 290.000 73.600 300.000 73.400 310.000
GR 73.300 320.000 73.200 330.000 73.000 340.000 73.100 350.000 73.100 360.000 GR 73.400 370.000 73.500 380.000 73.500 390.000 73.700 400.000 73.800 410.000 GR 73.800 420.000 73.800 430.000 73.800 440.000 74.000 450.000 74.000 460.000 GR 74.200 470.000 74.300 480.000 74.500 490.000 74.700 500.000 74.900 510.000
GR 75.000 520.000 75.200 530.000 76.000 540.000 76.800 550.000 77.400 560.000 GR 77.500 562.100 77.700 570.000 78.000 580.000 78.200 590.000 78.400 600.000
GR 79.100 610.000 79.800 620.000 80.600 630.000 80.700 631.600 80.700 640.000 GR 81.200 650.000 81.700 652.200 81.800 656.100 81.800 660.000 82.100 670.000 GR 82.500 680.000 82.900 690.000 83.300 700.000 83.900 710.000 84.500 720.000 GR 85.300 730.000 85.700 735.600 .000 .000 .000 .000 .000 .000
CT 3.000 2597.000 1465.000 832.000 .000 .000 .000 .000 .000 .000 NC .040 .100 .060 .100 .300 .000 .000 .000 .000 .000 Xl .000 13.000 473.400 552.200 200.000 400.000 300.000 .000 .000 .000 X3 10.000 73.500 .000 .000 .000 .000 .000 .000 .000 .000
GR 79.700 .000 79.600 90.100 79.100 203.300 80.800 295.900 82.300 397.500
76.100 473.400 73.500 515.600 75.400 552.200 82.100 625.300 82.700 747.300
79.100 840.500 78.600 962.800 82.100 1084.200 .000 .000 .000 .000
.7:43:29 PAGE 11
.006 30.000 .320.000 360.100 40.000 40.000 40.000 .000 .000 .000
10.000 .000 .000 .000 .000 .000 .000 .000 .000 .000
83.400 .000 81.400 82.300 81.100 174.900 80.300 257.100 80.300 290.000
81.000 314.000 81.000 320.000 77.100 320.100 76.800 323.000 75.000 327.500
75.000 337.500 79.000 337.600 79.000 342.500 75.000 342.600 75.000 352.500
77.100 357.000 77.100 360.000 81.000 360.100 81.000 382.000 81.000 384.000
81.300 387.000 81.900 532.900 82.200 642.600 83.200 776.600 84.200 880.400
86.700 975.000 87.600 1060.000 89.300 1171.800 92.400 1308.000 99.100 1455.800
1.050 1.600 2.900 400.000 45.000 5.000 140.000 .000 75.000 75.000
.021 .000 .000 .000 110.000 110.000 110.000 .000 .000 .000
.000 .000 1.000 79.000 81.000 .000 .000 1.050 .000 .000
-8.000 314.000 81.000 81.000 314.100 82.000 81.000 320.000 82.000 81.000
.000 320.100 82.300 79.000 360.000 82.300 79.000 360.100 82.000 81.000
.000 382.000 82.000 81.000 384.000 81.000 81.000 .000 .000 .000
.023 19.000 139.500 284.700 20.000 20.000 20.000 .000 .000 .000
.000 .000 .000 150.000 81.000 220.000 81.000 .000 .000 .000
96.600 .000 91.700 35.800 79.600 75.400 79.600 100.300 78.200 139.500
76.000 157.500 75.000 172.200 75.100 206.800 78.100 284.700 79.400 381.500
79.800 491.000 79.900 604.300 82.200 714.400 83.500 836.100 85.300 961.300
85.300 1082.600 88.100 1191.700 92.400 1277.200 99.800 1353.300 .000 .000
.110 19.000 253.700 386.500 .485.000 425.000 471.000 .000 .000 .000
88.000 .000 84.900 15.800 82.000 24.900 83.600 45.800 80.500 58.700
78.300 97.600 78.700 131.200 78.900 207.800 77.300 253.700 75.800 278.900
76.600 294.700 77.300 386.500 79.100 484.000 82.600 608.100 82.000 704.600
83.500 831.300 85.300 934.600 86.700 1042.900 88.300 1118.200 .000 .000
.000 .000 .000 .000 .000 .000 .000 .000 .000 .000
07:43:29 . PACE 12
SECNO DEPTH CWSEL CRIWS WSELK EC NV HL OLOSS BANK ELEV
0 OLOB OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*PROF 1
CCHV= .100 CEHV= .300
*SECNO .000
3280 CROSS SECTION .00 EXTENDED 2.70 FEET
3470 ENCROACHMENT STATIONS= 270.0 562.9 TYPE 1. TARGET= -270.000
.00 4.20 8.50 .00 8.50 8.80 .30 .00 .00 4.90
4725. 2352. 1974. 399. 530. 445. 103. 0. 0. 5.00
.00 4.44 4.44 3.88 .060 .060 .060 .000 4.30 270.00
.005611 0. 0. 0. 0 0 0 .00 292.90 562.90
0
CCHV= .300 CEHV= .500
*SECNO .017
WATER EL CHANCE FROM X2 CARD
3470 ENCROACHMENT STATIONS= .0 270.0 TYPE= 1 TARGET= 269.999
3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 100000.00 ELREA= 8.00
.02 2.80 10.00 .00 .00 10.95 .95 3.36 .32100000.00 4725. 0. 1508. 3217. 0. 189. 416. 6. 2. 8.00
.01 .00 7.98 7.73 .060 .060 .060 .000 7.20 .00
GR
GR
Xl
X3
GR
GR
GR
GR
GR
GR
SB
Xl
X2
81
BI
81
Xl
X3
GR
GR
GR
GR
xi
GR
GR
GR
GR
EJ
9
.034540 295. 295. 295.
0
*SECNO .053
3280 CROSS SECTION .05 EXTENDED
3301 HV CHANGED MORE THAN HVINS
0 0 0 .00 270.00 270.00
3.04 FEET
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE 1 TARGET 37.200
ELENCL= 18.50 ELENCR= 18.50
.05 9.54 19.04 17.44 .00 21.64 2.60 9.86 .83 9.50
4725., 60. 4634. 31. 24. 355. 13. 10. 3. 18.50
.02 2.48 13.06 2.47 .060 .060 .060 .000 9.50 185.00
.023252 405. 365. 325. 6 17 0 .00 105.00 290.00
0
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
o GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR [TRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO .054
4575 CRITICAL DEPTH ASSUMED BELOW ELLC OF 17.500 EGLC= 21.680 EGC= 22.438 WSEL= 19.763
4575 CRITICAL DEPTH ASSUMED BELOW ELLC OF 17.500 EGLC= 21.680 EGC 21.686 WSEL= 17.392
3280 CROSS SECTION .05 EXTENDED 2.40 FEET
3301 HV CHANGED MORE THAN HVINS
3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD 16.00 MAX ELLC= 17.50
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET 37.200
ELENCL= 18.50 ELENCR= 18.50
.05 8.90 18.40 17.50 .00 22.58 4.18 .15 .79 9.50
4725. 0. 4725. 0. 0. 288. 0. 10. 3. 18.50
.02 .00 16.41 .00 .060 .017 .060 .000 9.50 229.40
.010953 10. 10. 10. 8 18 0 -43.18 37.20 266.60
0
*SECNO .063
3280 CROSS SECTION .06 EXTENDED 7.12 FEET
3301 HV CHANGED MORE THAN HVINS
3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC 17.80
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL= 18.80 ELENCR= 18.80
.06 13.32 23.12 .00 .00 24.08 .96 .53 .97 9.80
4725. 578. 3857. 290. 192. 449. 101. 11. 4. 18.80
.02 3.02 8.60 2.87 .060 .017 .060 .000 9.80 185.00
.002387 120. 120. 120. 5 0 0 -46.81 105.00 290.00
0
*SECNO .064
3280 CROSS SECTION .06 EXTENDED 7.58 FEET
07:43:29
PAGE 13
PAGE 14
10
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 QLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL= 18.80 ELENCR= 18.80
.06 13.77 23.57 .00 .00 24.21 .63 .03 .10 9.80
4725. 746. 3607. 372. 212. 513. 112. 11. 4. 18.80
.02 3.52 7.04 3.33 .060 .050 .060 .000 9.80 185.00
.002871 10. 10. 10. 2 0 0 .00 105.00 290.00
0
CCHV= .100 CEHV= .300
*SECNO .098
3301 HV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= 1 TARGET= -265.100
.10 11.61 24.31 .00 .00 24.33 .02 .06 .06 17.20
4725. 1453. 716. 2556. 1233. 888. 1994. 19. 5. 14.00
.06 1.18 .81 1.28 .060 .120 .060 .000 12.70 265.10
.000176 135. 140. 130. 2 0 0 .00 572.46 837.56
*SECNO .000
3265 DIVIDED FLOW
.00 5.96 79.46 .00 .00 79.85 .39 -.46 .09 76.10
2597. 294. 2069. 234. 87. 380. 178. 238. 67. 75.40
.60 3.40 5.45 1.31 .040 .060 .100 .000 73.50 122.99
.005963 200. 300. 400. 0 0 0 .00 424.87 992.45
0
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 OLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDSI
*SECNO .006
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
.01 6.74 81.74 81.74 .00 82.36 .62 .34 .07 81.00
2597. 893. 1662. 42. 211. 229. 43. 238. 68. 81.00
.60 4.23 7.27 .97 .040 .060 .100 .000 75.00 68.28
.013282 40. 40. 40. 20 12 0 .00 425.85 494.14
0
SPECIAL BRIDGE
SS XK XKOR COFO RDLEN BWC BWP BAREA SS ELCHU ELCHD
1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00
*SECNO .021
3280 CROSS SECTION
-
.02 EXTENDED 1.61 FEET
3301 HV CHANGED MORE THAN HVINS
PRESSURE AND WEIR FLOW :
EGPRS EGLWC H3 QWEIR OPR BAREA TRAPEZOID ELLC ELTRD
ill
PAGE 20
I
I . AREA
90.29 82.56 .20 990. 1610. 140. 160. 81.00
I . .02 10.01 85.01 .00 .00 85.03 .02 2.67 .00 81.00
2597. 1569. 439. 589. 1200. 360. 1386. 242. 81.00
.63 1.31 1.22 .43 .040 . .060 .100 .000 75.00 .00
.000204 110. 110. 110. 2 0 3 .00 910.97 910.97
I 0
I - *SECNO .023
3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET= 70.000
ELENCL= 81.00 ELENCR= 81.00 I .02 10.02 85.02 .00 .00 -85.03 .02 .00 .00 81.00
2597. 380. 1215. 1003. 287. - 978. 2003. 244. 81.00
.63 1.32 1.24 .50 .040 .060 .100 .000 75.00 60.54
.000215 20. 20. 20. 2 0 0 .00 881.03 941.57 I 1-
07:43:29 PAGE 21
I SECNO DEPTH CWSEL CRIWS WSELK EG * HV HL OLOSS BANK ELEV
0 GLOB QCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO .110
.11 9.27 85.07 .00 .00 85.08 .01 .04 .00 77.30 I 2597. 1229. 828. 540. 1343. 1100. 1825. 283. 79. 77.30
.81 .92 .75 .30 .040 .060 .100 .000 75.80 14.94
- .000055 485. 471. 425. 2 0 0 .00 906.42 921.36 -
-
I 07:43:29 PAGE 22
** * *** * *** * ***** ************ *** ** **** *
HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 -
I ERROR CORR - 01,02,03,04,05,06
MODIFICATION - 50,51,52,53,54,55,56
IBM-PC-XT VERSION AUGUST 1985 -
** *** * **** **** * **** ******* * ** *** **** ** *********** *
I Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS
T2 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS
T3 FOR DISCHARGES WITH DETENTION BASINS A, B AND C
I Ji ICHECK IWO NIWV IDIR STRT METRIC HVINS 0 WSEL FO
0. 3. 0. 0. .000000 .00 .0 0. 8.500 .000
-
I J2 NPROF [PLOT PRFVS XSECV XSECH FN ALLDC 18W CHNIM ITRACE
2.000 .000 -1.000 .000 .000 .000 .000 .000 .000 .000
07:43:29 PAGE 23
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV I O GLOB OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
-SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
I - -
I - 1.
*PROF 2
CCHV= .100 CEHV= .300
*SECNO .000
3280 CROSS SECTION .00 EXTENDED 2.70 FEET
3470 ENCROACHMENT STATIONS 270.0 562.9 TYPE= 1 TARGET= -270.000
.00 4.20 8.50 .00 8.50 8.66 .16 .00 .00 4.90
3450. 1717. 1442. 291. 530. 445. 103. 0. 0. 5.00
.00 3.24 3.24 2.83 .060 .060 .060 .000 4.30 270.00
.002992 0. 0. 0. 0 0 0 .00 292.90 562.90
0
CCHV= .300 CEHV= .500
*SECNO .017
WATER EL CHANGE FROM X2 CARD
3470 ENCROACHMENT STATIONS= .0 270.0 TYPE= 1 TARGET= 269.999
3495 OVERBANK AREA ASSUMED NON-EFFECTIVEELLEA= 100000.00 ELREA= 8.00
.02 2.80 10.00 .00 .00 10.51, .51 1.79 .17100000.00
3450. 0. 1101. 2349. 0. 189. 416. 6. 2. 8.00
.01 .00 5.83 5.65 .060 .060 .060 .000 7.20 .00
.018415 295. 295. 295. 0 0 0 .00 270.00 270.00
0
*SECNO .053
3280 CROSS SECTION .05 EXTENDED .90 FEET
3301 HV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS=
ELENCL= 18.50 ELENCR=
.05 7.40 16.90
3450. 0. 3450.
.02 .00 12.54
.027798 405. 365.
07:43:29
229.4 266.6 TYPE=
18.50
.00 .00 19.34
0. 0. 275.
.00 .060 .060
325. 3 0
1 TARGET= 37.200
2.44 7.87 .97 9.50
0. 9. 3. 18.50
.060 .000 9.50 229.40
0 .00 37.20 266.60
PAGE 24
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BANK ELEV
0 GLOB QCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO .054
3280 CROSS SECTION .05 EXTENDED .92 FEET
3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC= 17.50
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE=
ELENCL= 18.50 ELENCR= 18.50
.05 7.41 16.91 .00 .00 19.50
3450. 0. 3450. 0. 0. 267.
.02 .00 12.91 .00 .060 .017
.004426 10. 10. 10. 2 0
0
*SECNO .063
3280 CROSS SECTION .06 EXTENDED 1.99 FEET
1 TARGET= 37.200
2.59 .09 .07 9.50
0. 9. 3. 18.50
.060 .000 9.50 229.40
0 -8.74 37.20 266.60
3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC= 17.80
13
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL 18.80 ELENCR 18.80
.06 8.19 17.99 .00 .00 20.22 2.23 .61 .11 9.80
3450. 0. 3450. 0. 0. 288. 0. 10. 3. 18.80
.03 .00 11.98 .00 .060 .017 .060 .000 9.80 229.40
.005840 120. 120. 120. 14 0 0 -16.72 37.20 266.60
0
*SECNO .064
3280 CROSS SECTION .06 EXTENDED 2.85 FEET
3301 NV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL 18.80 ELENCR= 18.80
.06 9.05 18.85 16.22 .00 20.48 1.63 .08 .18 9.80
3450. 1. 3449. 0. 2. 337. 1. 10. 3. 18.80
.03 .36 10.24 .36 .060 .050 .060 .000 9.80 185.00
.010648 10. 10. 10. 6 15 0 .00 105.00 290.00
0
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 OLDS OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
CCHV= .100 CEHV= .300
*SECNO .098
3301 NV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= 1 TARGET= -265.100
.10 8.12 20.82 .00 .00 20.86 .04 .22 .16 17.20
3450. 854. 716. 1880. 604. 606. 1021. 14. 4. 14.00
.05 1.41 1.18 1.84 .060 .120 .060 .000 12.70 265.10
.000629 135. 140. 130. 3 0 0 .00 500.61 765.71
0
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 OLDS QCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
CCHV= .100 CEHV= .300
*SECNO .000
3265 DIVIDED FLOW
.00 5.19 78.69 .00 .00 78.91 .23 .39 .04 76.10
1465. 114. 1273. 77. 41. 319. 60. 188. 62. 75.40
.65 2.79 3.99 1.29 .040 .060 .100 .000 73.50 441.74
.004031 200. 300. 400. 2 0 0 .00 170.48 965.80
0
*SECNO .006
3301 NV CHANGED MORE THAN HVINS
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 81.00 ELREA= 81.00
14
PAGE 25
.01 4.47 79.47 79.47
1465. 0. 1465. 0.
.65 .00 10.63 .00
.051881 40. 40. 40.
0
.00 81.23 1.75 .39 .46 81.00
0. 138. 0. 188. 62. 81.00
.040 .060 .100 .000 75.00 320.04
20 15 0 .00 40.02 360.06
SPECIAL BRIDGE
SB XK XKOR, COFO RDLEW BWC BWP BAREA SS ELCHU ELCHD
1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00
*SECNO .021
PRESS FLOW BECAUSE EGLWC OF 83.05 EXCEEDS 1.5 DEPTH
3301 HV CHANGED MORE THAN HVINS
PRESSURE AND WEIR FLOW
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
EGPRS EGLWC H3 OWEIR OPR BAREA TRAPEZOID ELLC ELTRD
AREA
82.19 83.05 1.83 8. 1454. 140. 160. 79.00 81.00
.02 7.03 82.03 .00 .00 82.15 .12 .93 .00 81.00
1465. 618. 799. 48. 285. 240. 93. 189. 63. 81.00
.66 2.16 3.33 .52 .040 .060 .100 .000 75.00 56.45
.002606 110. 110. 110. 2 0 3 .00 523.35 579.79
0
*SECNO .023
3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET= 70.000
ELENCL= 81.00 ELENCR= 81.00
.02 7.14 82.14 .00 .00 82.19 .05 .03 .01 81.00
1465. 105. 1134. 226. 76. 561. 425. 189. 63. 81.00
.66 1.39 2.02 .53 .040 .060 .100 .000 75.00 71.17
.001194 20. 20. 20. 2 0 0 .00 638.01 709.18
0
*SECNO .110
3265 DIVIDED FLOW
.11 6.51 82.31 .00 .00 82.32 .01 .12 .00 77.30 1465. 660. 603. 202. 710. 733. 594. 206. 70. 77.30
.83 .93 .82 .34 .040 .060 .100 .000 75.80 23.94
.000113 485. 471. 425. 2 0 0 .00 626.36 730.41
0
07:43:29
HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR - 01,02,03,04,05,06
MODIFICATION - 50,51,52,53,54,55,56
!BM-PC-XT VERSION AUGUST 1985
** ** * * * ***** ***** * *** ****** ********** ** ** * ** ***** *
km
PAGE 31
PAGE 32
Ti THIS IS A SUBCRITICAL RUN FOR ENCINITAS CREEK EXISTING CONDITIONS
12 FOR EVALUATION OF DRAINAGE CAPACITIES OF BRIDGES AND CULVERTS
T3 FOR DISCHARGES WITH DETENTION BASINS A, B, C AND D
Ji ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FO
0. 4. 0. 0. .000000 .00 .0 0. 8.500 .000
J2 NPROF IPLOT PRFVS XSECV XSECH FM ALLDC 18W CHNIM ITRACE
15.000 .000 -1.000 .000 .000 .000 .000 .000 .000 .000
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
Q GLOB OCR OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*PROF 3
CCHV= .100 CEHV= .300
*SECNO .000
3280 CROSS SECTION .00 EXTENDED 2.70 FEET
3470 ENCROACHMENT STATIONS= 270.0 562.9 TYPE= 1 TARGET= -270.000
.00 4.20 8.50 .00 8.50 8.62 .12 .00 .00 4.90
2926. 1456. 1223. 247. 530. 445. 103. 0. 0. 5.00
.00 2.75 2.75 2.40 .060 .060 .060 .000 4.30 270.00
.002152 0. 0. 0. 0 0 0 .00 292.90 562.90
0
CCHV= .300 CEHV= .500
*SECNO .017
WATER EL CHANGE FROM X2 CARD
3470 ENCROACHMENT STATIONS .0 270.0 TYPE= 1 TARGET= 269.999
3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 100000.00 ELREA= 8.00
.02 2.80 10.00 .00 .00 10.36 .36 1.29 .12100000.00
2926. 0. 934. 1992. 0. 189. 416. 6. 2. 8.00
.02 .00 4.94 4.79 .060 .060 .060 .000 7.20 .00
.013246 295. 295. 295. 0 0 0 .00 270.00 270.00
0
*SECNO .053
3301 HV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL 18.50 ELENCR 18.50
.05 6.34 15.84 .00 .00 18.23 2.39 6.86 1.01 9.50
2926. 0. 2926. 0. 0. 236. 0. 9. 3. 18.50
.02 .00 12.40 .00 .060 .060 .060 .000 9.50 229.40
.031557 405. 365. 325. 4 0 0 .00 37.20 266.60
0
*SECNO .054
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 GLOB QCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
PAGE 33
PAGE 34
16
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC 17.50
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL= 18.50 ELENCR= 18.50
.05 6.38 15.88 .00 .00 18.39 2.51 .10 .06 9.50
2926. 0. 2926. 0. 0. 230. 0. 9. 3. 18.50
.03 .00 12.72 .00 .060 .017 .060 .000 9.50 229.40
.004712 10. 10. 10. 3 0 0 -7.26 37.20 266.60
0
*SECNO .063
3280 CROSS SECTION .06 EXTENDED 1.16 FEET
3301 HV CHANGED MORE THAN HVINS
3370 NORMAL BRIDGE,NRD= 14 MIN ELTRD= 16.00 MAX ELLC= 17.80
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL= 18.80 ELENCR= 18.80
.06 7.35 17.15 .00 .00 19.04 1.89 .47 .19 9.80
2926. 0. 2926. 0. 0. 265. 0. 10. 3. 18.80
.03 .00 11.04 .00 .060 .017 .060 .000 9.80 229.40
.003247 120. 120. 120. 6 0 0 -8.65 37.20 266.60
0
*SECNO .064
3280 CROSS SECTION .06 EXTENDED 1.63 FEET
3470 ENCROACHMENT STATIONS= 229.4 266.6 TYPE= 1 TARGET= 37.200
ELENCL= 18.80 ELENCR= 18.80
.06 7.83 17.63 .00 .00 19.20 1.57 .06 .10 9.80
2926. 0. 2926. 0. 0. 291. 0. 10. 3. 18.80
.03 .00 10.05 .00 .060 .050 .060 .000 9.80 229.40
.011752 10. 10. 10. 3 0 0 .00 37.20 266.60
0
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 OLOB OCH GROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XML XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
CCHV= .100 CEHV .300
*SECNO .098
3301 HV CHANGED MORE THAN HVINS
3470 ENCROACHMENT STATIONS= 265.1 844.1 TYPE= 1 TARGET= -265.100
.10 6.95 19.65 .00 .00 19.70 .05 .36 .15 17.20 2926. 573. 718. 1634. 395. 511. 755. 13. 4. 14.00
.05 1.45 1.41 2.16 .060 .120 .060 .000 12.70 269.22
.001116 135. 140. 130. 3 0 0 .00 471.85 741.07 0
*SECNO .129
.13 4.02 19.82 .00 .00 20.16 .34 .37 .09 16.90
2926. 1278. 440. 1208. 225. 207. 291. 17. 5. 17.20
.06 5.67 2.13 4.16 .060 .140 .060 .000 15.80 335.17
.009483 160. 150. 145. 3 0 0 .00 281.15 616.31
0
PAGE 35
17
*SECNO .156
.16 5.22 21.82 .00 .00 22.35 .53 2.13 .06 19.20
2926. 1102. 1157. 666. 151. 249. 135. 19. 6. 19.00
.07 7.32 4.65 4.92 .060 .140 .060 .000 16.60 164.96
.028396 140. 140. 140. 3 0 0 .00 265.93 430.89
0
*SECNO .182
.18 4.36 25.46 .00 .00 25.93 .47 3.57 .01 22.60 2926. 468. 967. 1491. 79. 269. 235. 21. 7. 22.40
.07 5.92 3.59 6.34 .060 .140 .060 .000 21.10 171.75
.022804 140. 141. 141. 4 0 0 .00 274.74 446.49 0
*SECNO .202
3470 ENCROACHMENT STATIONS= 140.0 555.1 TYPE= 1 TARGET -140.000
.20 3.86 28.16 .00 .00 28.72 .56 2.76 .03 25.70
2926. 683. 680. 1563. 96. 207. 247. 22. 8. 25.30
.08 7.11 3.29 6.34 .060 .150 .060 .000 24.30 153.82
.026192 110. 112. 115. 2 0 0 .00 282.70 436.52
0
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV a OLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO .240
.24 4.34 32.04 .00 .00 32.29 .25 3.54 .03 29.10 2926. 880. 757. 1289. 194. 293. 296. 25. 9. 29.50
.09 4.53 2.59 4.35 .060 .150 .060 .000 27.70 81.28
.012122 210. 205. 205. 4 0 0 .00 329.88 411.17 0 *SECNO .277
.28 3.37 35.27 .00 .00 35.80 .52 3.43 .08 33.10 2926. 1240. 502. 1184. 205. 158. 185. 28. 11. 33.00 .10 6.05 3.18 6.38 .060 .150 .060 .000 31.90 93.22 .028299 193. 197. 191. 3 0 0 .00 292.14 385.35
0
*SECNO .310
.31 3.75 38.15 .00 .00 38.42 .27 2.60 .03 34.80 2926. 1530. 428. 969. 325. 209. 250. 31. 12. 35.00
.11 4.71 2.04 3.87 .060 .150 .060 .000 34.40 88.58 .008029 190. 190. 190. 3 0 0 .00 315.34 403.92 0
*SECNO .356
3470 ENCROACHMENT STATIONS= .0 400.0 TYPE= 1 TARGET= 399.999 .36 4.48 40.38 .00 .00 40.66 .28 2.23 .00 36.70 2926. 1932. 801. 193. 400. 319. 57. 36. 14. 38.50
.13 4.83 2.51 3.36 .060 .150 .060 .000 35.90 106.22
.010238 245. 250. 250. 4 0 0 .00 283.30 389.52 0
*SECNO .401
.40 3.76 42.66 .00 .00 42.91 .24 2.25 .00 39.40 2926. 1501. 607. 818. 346. 283. 192. 40. 15. 39.40
.15 4.34 2.14 4.25 .060 .150 .060 .000 38.90 119.20
.008687 239. 239. 239. 2 0 0 .00 307.71 426.90 0
*SECNO .451
.45 4.66 44.86 .00 .00 45.14 .28 2.22 .01 42.30 2926. 2198. 709. 19. 471. 284. 8. 45. 17. 42.80
.17 4.67 2.50 2.33 .060 .130 .060 .000 40.20 271.38
.008874 260. 245. 235. 2 0 0 .00 266.55 537.93
07:43:29
PAGE 36
PAGE 37
18
SECNO DEPTH CWSEL CRIWS WSELK EG NV HL OLOSS BANK ELEV
0 GLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO .522
.52 4.52 47.62 .00 .00 47.81 .19 2.66 .01 44.60
2926. 513. 505. 1908. 210. 265. 474. 52. 20. 43.90
.20 2.44 1.91 4.03 .060 .140 .060 .000 43.10 78.26
.005336 390. 392. 396. 3 0 0 .00 466.09 544.35
0
*SECNO .615
3470 ENCROACHMENT STATIONS= .0 569.8 TYPE= 1 TARGET 569.799
.62 4.26 51.36 .00 .00 51.69 .33 3.84 .04 48.00
2926. 1363. 634. 929. 263. 234. 196. 62. 24. 48.30
.23 5.19 2.70 4.73 .060 .140 .060 .000 47.10 305.46
.011418 504. 511. 514. 2 0 0 .00 257.78 563.24
0
*SECNO .678
3470 ENCROACHMENT STATIONS= .0 513.6 TYPE= 1 TARGET= 513.599
.68 4.35 54.55 .00 .00 54.87 .32 3.17 .00 52.20
2926. 138. 529. 2259. 45. 245. 453. 68. 26. 51.10
.25 3.06 2.16 4.98 .060 .140 .060 .000 50.20 248.65
.007778 336. 341. 341. 3 0 0 .00 239.95 488.60
U
*SECNO .780
.78 4.07 59.47 .00 .00 59.75 .28 4.88 .00 56.60
2926. 1221. 592. 1112. 263. 235. 251. 77. 30. 56.40
.29 4.64 2.52 4.43 .060 .130 .060 .000 55.40 205.46
.009694 554. 562. 568. 3 0 0 .00 313.12 518.58
0
*SECNO 1.313
1.31 4.98 77.98 .00 .00 78.05 .07 1.05 .05 74.30
2456. 526. 485. 1445. 306. 546. 584. 139. 51. 73.50
.57 1.72 .89 2.47 .050 .130 .040 .000 73.00 148.95
.000803 428. 424. 414. 4 0 0 .00 430.65 579.60
0
07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV ML OLOSS BANK ELEV
0 GLOB QCH GRUB ALUB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
PAGE 39
*SECNO 1.403
3301 MV CHANGED MORE THAN HVINS
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIONS= 394.9
ELENCL= 84.00 ELENCR= 100000.00
1.40 4.00 80.70 80.70
1890. 0. 1305. 585.
.58 .00 10.11 3.57
.009489 535. 524. 490.
0
*SECNO 1.420
3470 ENCROACHMENT STATIONS= 350.0
662.4 TYPE= 1 TARGET= -394.900
608.0 TYPE= 1 TARGET= -350.000
.00 81.86 1.16 .86 .33 83.50
0; 129. 164. 150. 54. 77.10
030 .030 .060 .000 76.70 406.85
20 16 0 .00 133.24 540.10
19
ELENCL= 84.00 ELENCR= 100000.00
1.42 5.57 83.97 .00 .00 85.05 1.08 3.19 .01 81.60
1890. 848. 1042. 0. 117. 114. 0. 152. 55. 84.40
.60 7.27 9.11 .00 .030 .030 .040 .000 78.40 350.00
.008122 370. 362. 360. 4 0 0 .00 92.32 442.32
0
*SECNO 1.520
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3470 ENCROACHMENT STATIONS= 258.6 635.3 TYPE= 1 TARGET -258.600
ELENCL= 89.50 ELENCR= 100000.00
1.52 5.89 88.99 88.99 .00 90.17 1.18 1.92 .03 87.50
1890. 151. 1736. 3. 45. 192. 2. 153. 56. 88.50
.60 3.38 9.03 1.21 .030 .030 .040 .000 83.10 278.89
.006886 270. 252. 252. 20 10 0 .00 127.70 406.59
0 .
*SECNO -1.313
START TRIB COMP
-1.313 1.313 77.978
-1.31 4.98 77.98 .00 .00 78.05 .07 .00 .00 74.30
2456. 526. 485. 1445. 305. 544. 582. 161. 58. 73.50
.66 1.72 .89 2.48 .050 .130 .040 .000 ThOO 148.98
.000810 428. 424. 414. 0 0 0 .00 430.29 579.27
0
1
- - 07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
0 QLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
CCHV= 100 CEHV= .300
*SECNO .000
.00 4.77 78.27 .00 .00 78.37 .10 .31 .01 76.10
832. 50. 744. 38. 29. 286. 45. 168. 60. 75.40
.70 1.74 2.60 .84 .040 .060 .100 .000 7350 446.84
.001978 200. 300. 400. 2 0 0 .00 136.68 583.51
0
*SECNO .006
3265 DIVIDED FLOW
3301 HV CHANGED MORE THAN HVINS
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
3495 OVERBANK AREA ASSUMED NON-EFFECTIVE,ELLEA= 81.00 ELREA= 81.00
.01 3.19 78.19 78.19 .00 79.50 1.31 .22 .36 81.00
832. 0. 832. 0. 0. 91. 0. 168. - 60. 81.00
.70 .00 9.18 .00 .040 .060 .100 .000 75.00 320.07
.052736 40. 40. 40. 20 14 0 .00 35.02 360.03
0
SPECIAL BRIDGE
XKUK COFQ ROLEN BWC BWP BAREA SS ELCHU ELCHD
1.05 1.60 2.90 400.00 45.00 5.00 140.00 .00 75.00 75.00
*SECNO .021
3301 HV CHANGED MORE THAN HVINS
20
PAGE 40
CLASS A LOW FLOW
3420 BRIDGE W.S.= 77.90 BRIDGE VELOCITY=, 7.18 CALCULATED CHANNEL AREA=, 116.
12-20-89 07:43:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
a OLOB OCH OROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
EGPRS EGLWC H3 OWEIR QLOW BAREA TRAPEZOID ELLC ELTRD
AREA
79.07 80.13 1.42 0. 832. 140. 160. 79.00 81.00
.02 4.61 79.61 .00 .00 80.13 .52 .63 .00 81.00
832. 0. 832. 0. 0. 143. 0. 168. 60. 81.00
.70 .00 5.80 .00 .000 .060 .000 .000 75.00 320.04
.014772 110. 110. 110. 0 0 0 .00 40.03 360.06
0
*SECNO .023
3470 ENCROACHMENT STATIONS= 150.0 220.0 TYPE= 1 TARGET 70.000
ELENCL= 81.00 ELENCR= 81.00
.02 5.15 80.15 .00 .00 80.24 .10 .07 .04 81.00
832. 0. 832. 0. 0. 336. 0. 168. 61. 81.00
.71 .00 2.48 .00 .040 .060 .100 .000 75.00 150.00
.001429 20. 20. 20. 2 0 0 .00 70.00 220.00
0
*SECNO .110
.11 4.66 80.46 .00 .00 80.48 .01 .22 .01 77.30
832. 296. 443. 93. 343. 489. 254. 176. 63. 77.30
.86 .86 .91 .37 .040 .060 .100 .000 75.80 59.33
.000236 485. 471. 425. 4 0 0 .00 473.04 532.37
0
07:43:29
PAGE 41
PAGE 42
HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR - 01,02,03,04,05,06
MODIFICATION - 50,51,52,53,54,55,56
IBM-PC-XT VERSION AUGUST 1985
** * **** * ******* **** *** ** ************* *** *
SUMMARY PRINTOUT TABLE 150
SECNO XLCH ELTRD ELLC ELMIN a CWSEL CRIWS EG 10K*S VCH AREA .01K
.000 .00 .00 .00 4.30 4725.00 8.50 .00 8.80 56.11 4.44 1077.33 630.77 .000 .00 .00 .00 4.30 3450.00 8.50 .00 8.66 29.92 3.24 1077.33 630.77 .000 .00 .00 .00 4.30 2926.00 8.50 .00 8.62 21.52 2.75 1077.33 630.77
.017 295.00 .00 .00 7.20 4725.00 10.00 .00 10.95 345.40 7.98 604.99 254.24 .017 295.00 .00 .00 7.20 3450.00 10.00 .00 10.51 184.15 5.83 604.99 254.24 .017 295.00 .00 .00 7.20 2926.00 10.00 .00 10.36 132.46 4.94 604.99 254.24
.053 365.00 .00 .00 9.50 4725.00 19.04 17.44 21.64 232.52 13.06 391.50 309.87
21
I
I .053 365.00 .00 .00 9.50 3450.00 16.90 .00 19.34 277.98 12.54 275.12 206.93
.053 365.00 .00 .00 9.50 2926.00 15.84 .00 18.23 315.57 12.40 235.99 164.71
.054 10.00 16.00 17.50 9.50 4725.00 18.40 17.50 22.58 109.53 16.41 288.00 451.48 I .054 10.00 16.00 17.50 9.50 3450.00 16.91 .00 19.50 44.26 12.91 267.15 518.58
.054 10.00 16.00 17.50 9.50 2926.00 15.88 .00 18.39 47.12 12.72 230.02 426.26
.063 120.00 16.00 17.80 9.80 4725.00 23.12 .00 24.08 23.87 8.60 741.48 967.09 I .063 120.00 16.00 17.80 9.80 3450.00 17.99 .00 20.22 58.40 11.98 288.00 451.46 .063 120.00 16.00 17.80 9.80 2926.00 17.15 .00 19.04 32.47 11.04 265.15 513.53
I .064
.064
10.00
10.00
.00
.00
.00
.00
9.80
9.80
4725.00
3450.00
23.57
18.85
.00
16.22
24.21
20.48
28.71
106.48
7.04
10.24
836.67
340.38
881.88
334.34 .064 10.00 .00 .00 9.80 2926.00 17.63 .00 19.20 117.52 10.05 291.15 269.91
.098 140.00 .00 .00 12.70 4725.00 24.31 .00 24.33 1.76 .81 4114.47 3560.94 .098 140.00 .00 .00 12.70 3450.00 20.82 .00 20.86 6.29 1.18 2230.57 1375.55 I .098 140.00 .00 .00 12.70 2926.00 19.65 .00 19.70 11.16 1.41 1661.16 876.03
.129 150.00 .00 .00 15.80 4725.00 24.31 .00 24.40 8.21 1.16 2212.56 1648.60 .129 150.00 .00 .00 15.80 3450.00 20.89 .00 21.11 43.57 1.77 1035.97 522.69 I .129 150.00 .00 .00 15.80 2926.00 19.82 .00 20.16 94.83 2.13 722.55 300.47
I
07:43:29 PAGE 43
SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 1OK*S VCH AREA .01K
I .156 140.00 .00 .00 16.60 4725.00 24.44 .00 24.66 42.01 2.47 1369.04 728.97 .156 140.00 .00 .00 16.60 3450.00 21.90 .00 22.58 350.67 5.23 556.73 184.23 .156 140.00 .00 .00 16.60 2926.00 21.82 .00 22.35 283.96 4.65 534.94 173.64
I * 182 14070 00 00 2110 472500 25.56 25.56 26.68 514.87 5.51 612.18 208.23 .182 140.70 .00 .00 21.10 3450.00 25.79 .00 26.27 201.57 3.60 677.82 243.00 .182 140.70 .00 .00 21.10 2926.00 25.46 .00 25.93 228.04 3.59 583.42 193.76
I .202 112.00 .00 .00 24.30 4725.00 29.24 .00 29.77 164.35 3.21 886.23 368.56 .202 112.00 .00 .00 24.30 3450.00 28.34 .00 28.98 276.95 3.53 602.54 207.31 .202 112.00 .00 .00 24.30 2926.00 28.16 .00 28.72 261.92 3.29 549.26 180.80
.240 205.00 .00 .00 27.70 4725.00 32.60 .00 33.03 150.58 3.18 973.18 385.05 I .240 205.00 .00 .00 27.70 3450.00 32.29 .00 32.58 118.10 2.67 868.92 317.46 .240 205.00 .00 .00 27.70 2926.00 32.04 .00 32.29 121.22 2.59 782.88 265.76
.277 197.40 .00 .00 31.90 4725.00 36.03 .00 36.70 236.72 3.44 780.74 307.10 I .277 197.40 .00 .00 31.90 3450.00 35.46 .00 36.06 286.71 3.35 604.23 203.75 .277 197.40 .00 .00 31.90 2926.00 35.27 .00 35.80 282.99 3.18 548.52 173.94
I
.310
.310
190.00
190.00
.00
.00
.00
.00
34.40
34.40
4725.00
3450.00
38.94
38.43
.00
.00
39.32
38.72
88.25
81.33
2.45
2.16
1049.41
871.90
502.97
382.56 .310 190.00 .00 .00 34.40 2926.00 38.15 .00 38.42 80.29 2.04 784.28 326.54
.356 250.00 .00 .00 35.90 4725.00 41.27 .00 41.67 102.63 2.88 1039.82 466.41 .356 250.00 .00 .00 35.90 3450.00 40.66 .00 40.98 102.52 2.64 857.28 340.73 I .356 250.00 .00 .00 35.90 2926.00 40.38 .00 40.66 102.38 2.51 775.84 289.18
.401 238.80 .00 .00 38.90 4725.00 43.56 .00 43.92 85.87 2.48 1101.98 509.90 .401 238.80 .00 .00 38.90 3450.00 42.95 .00 43.23 86.29 2.25 908.66 371.39 I .401 238.80 .00 .00 38.90 2926.00 42.66 .00 42.91 86.87 2.14 821.19 313.93
.451 245.00 .00 .00 40.20 4725.00 45.78 .00 46.19 92.47 2.97 1013.21 491.37 .451
.451
245.00
245.00
.00
.00
.00
.00
40.20
40.20
3450.00
2926.00
45.15
44.86
.00
.00
45.47
45.14
90.00
88.74
2.65
2.50
840.44
762.75
363.66
310.61
.522 392.30 .00 .00 43.10 4725.00 48.55 .00 48.76 48.24 2.10 1415.74 680.32 .522 392.30 .00 .00 43.10 3450.00 47.91 .00 48.11 51.90 1.98 1092.19 478.87 .522 392.30 .00 .00 43.10 2926.00 47.62 .00 47.81 53.36 1.91 948.10 400.54
:1 22
.615 511.30 .00 .00 47.10 4725.00 52.13 .00 52.64 129.46 3.27 895.49 415.28 .615 511.30 .00 .00 47.10 3450.00 51.62 .00 52.00 118.17 2.88 758.99 317.37
.615 511.30 .00 .00 47.10 2926.00 51.36 .00 51.69 114.18 2.70 693.39 273.83
.678 341.00 .00 .00 50.20 4725.00 55.59 .00 56.03 78.51 2.58 1015.76 533.26
.678 341.00 .00 .00 50.20 3450.00 54.88 .00 55.24 78.32 2.30 824.17 389.84 .678 341.00 .00 .00 50.20 2926.00 54.55 .00 54.87 77.78 2.16 743.64 331.78
.780 561.70 .00 .00 55.40 4725.00 60.40 .00 60.76 89.64 2.85 1051.54 499.05 .780 561.70 .00 .00 55.40 3450.00 59.77 .00 60.07 94.04 2.63 842.66 355.76 .780 561.70 .00 .00 55.40 2926.00 59.47 .00 59.75 96.94 2.52 748.78 297.19
.834 253.60 .00 .00 57.10 4725.00 62.62 .00 62.97 83.54 3.01 1103.28 516.96 .834 253.60 .00 .00 57.10 3450.00 62.01 .00 62.28 79.07 2.67 919.22 387.99 .834 253.60 .00 .00 57.10 2926.00 61.72 .00 61.95 76.47 2.51 835.89 334.60
.918 465.00 .00 .00 60.50 4725.00 65.65 .00 65.88 47.76 2.03 1398.62 683.69 .918 465.00 .00 .00 60.50 3450.00 64.97 .00 65.16 49.28 1.86 1133.09 491.46 .918 465.00 .00 .00 60.50 2926.00 64.65 .00 64.82 50.29 1.77 1014.36 412.59
.998 440.00 .00 .00 62.00 4207.00 66.98 .00 67.11 17.63 1.21 1633.16 1001.83 .998 440.00 .00 .00 62.00 3013.00 66.30 .00 66.40 17.24 1.08 1340.02 725.61 .998 440.00 .00 .00 62.00 2456.00 65.97 .00 66.05 16.41 .99 1201.40 606.20
1.096 525.00 .00 .00 62.00 4207.00 68.21 .00 68.43 36.41 2.00 1428.29 697.19 1.096 525.00 .00 .00 62.00 3013.00 67.48 .00 67.63 32.27 1.73 1219.15 530.42 1.096 525.00 .00 .00 62.00 2456.00 67.08 .00 67.20 29.82 1.58 1108.65 449.77
1.164 363.40 .00 .00 65.10 4207.00 70.26 .00 70.55 105.38 2.95 1157.68 409.82 1.164 363.40 .00 .00 65.10 3013.00 69.46 .00 69.67 117.40 2.77 930.90 278.08 1.164 363.40 .00 .00 65.10 2456.00 69.02 .00 69.19 127.60 2.68 810.14 217.43
1.236 359.20 .00 .00 73.00 4207.00 77.05 76.50 78.08 543.31 5.41 607.78 180.49 1.236 359.20 .00 .00 73.00 3013.00 76.64 75.90 77.32 472.57 4.66 523.28 138.60 1.236 359.20 .00 .00 73.00 2456.00 76.43 75.61 76.95 425.91 4.23 480.21 119.01
1.313 423.60 .00 .00 73.00 4207.00 79.20 .00 79.30 8.49 1.07 1984.56 1443.42 1.313 423.60 .00 .00 73.00 3013.00 78.40 .00 78.48 8.32 .96 1616.81 1044.46 1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.03 .89 1436.09 866.94
1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.76 10.11 293.23 194.16 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 95.03 10.12 292.89 193.88 1.403 524.00 .00 .00 76.70 1890.00 80.70 80.70 81.86 94.89 10.11 293.06 194.02
1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.33 9.12 230.97 209.57 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.10 9.11 231.19 209.87 1.420 362.00 .00 .00 78.40 1890.00 83.97 .00 85.05 81.22 9.11 231.08 209.72
1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.81 9.02 239.53 227.84 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.89 9.03 239.41 227.71 1.520 252.00 .00 .00 83.10 1890.00 88.99 88.99 90.17 68.86 9.03 239.46 227.77
-1.313 423.60 .00 .00 73.00 4207.00 79.20 .00 79.30 8.49 1.07 1985.14 1444.09 -1.313 423.60 .00 .00 73.00 3013.00 78.40 .00 78.48 8.32 .96 1617.02 1044.67 -1.313 423.60 .00 .00 73.00 2456.00 77.98 .00 78.05 8.10 .89 1431.82 862.87
.000 300.00 .00 .00 73.50 2597.00 79.46 .00 79.85 59.63 5.45 644.10 336.30 .000 300.00 .00 .00 73.50 1465.00 78.69 .00 78.91 40.31 3.99 419.98 230.73 .000 300.00 .00 .00 73.50 832.00 78.27 .00 78.37 19.78 2.60 359.99 187.09
.006 40.00 .00 .00 75.00 2597.00 81.74 81.74 82.36 132.82 7.27 483.20 225.34 .006 40.00 .00 .00 7500 1465.00 79.47 79.47 81.23 518.81 10.63 137.81 64.32 .006 40.00 .00 .00 75.00 832.00 78.19 78.19 79.50 527.36 9.18 90.63 36.23
.021 110.00 81.00 79.00 75.00 2597.00 85.01 .00 85.03 2.04 1.22 2946.33 1816.56 .021 110.00 81.00 79.00 75.00 1465.00 82.03 .00 82.15 26.06 3.33 618.46 286.99 .021 110.00 81.00 79.00 75.00 832.00 79.61 .00 80.13 147.72 5.80 143.36 68.45
.023 20.00 .00 .00 75.00 2597.00 85.02 .00 85.03 2.15 1.24 3269.11 1771.74 .023 20.00 .00 .00 75.00 1465.00 82.14 .00 82.19 11.94 2.02 1062.24 423.98
23
.023 20.00 .00 .00 75.00 832.00 80.15 .00 80.24 14.29 2.48 335.56 220.09
.110 471.00 .00 .00 75.80 2597.00 85.07 .00 85.08 .55 .75 4267.85 3497.04 .110 471.00 .00 .00 75.80 1465.00 82.31 .00 82.32 1.13 .82 2037.03 1377.63 .110 471.00 .00 .00 75.80 832.00 80.46 .00 80.48 2.36 .91 1085.80 541.38
SUMMARY PRINTOUT TABLE 150
SECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH
.000 4725.00 8.50 .00 .00 .00 292.90 .00 .000 3450.00 8.50 .00 .00 .00 292.90 .00
.000 2926.00 8.50 .00 .00 .00 292.90 .00
.017 4725.00 10.00 .00 1.50 .00 270.00 295.00
.017 3450.00 10.00 .00 1.50 .00 270.00 295.00 .017 2926.00 10.00 .00 1.50 .00 270.00 295.00
.053 4725.00 19.04 .00 9.04 .00 105.00 365.00 .053 3450.00 16.90 -2.14 6.90 .00 37.20 365.00 .053 2926.00 15.84 -1.05 5.84 .00 37.20 365.00
.054 4725.00 18.40 .00 -.64 .00 37.20 10.00
.054 3450.00 16.91 -1.49 .02 .00 37.20 10.00 .054 2926.00 15.88 -1.04 .04 .00 37.20 10.00
.063 4725.00 23.12 .00 4.72 .00 105.00 120.00 .063 3450.00 17.99 -5.13 1.08 .00 37.20 120.00
.063 2926.00 17.15 -.84 1.27 .00 37.20 120.00
.064 4725.00 23.57 .00 .46 .00 105.00 10.00 .064 3450.00 18.85 -4.73 .86 .00 105.00 10.00 .064 2926.00 17.63 -1.22 .48 .00 37.20 10.00
.098 4725.00 24.31 .00 .73 .00 572.46 140.00 .098 3450.00 20.82 -3.49 1.97 .00 500.61 140.00 .098 2926.00 19.65 -1.17 2.02 .00 471.85 140.00
.129 4725.00 24.31 .00 .01 .00 391.01 150.00
.129 3450.00 20.89 -3.42 .07 .00 301.90 150.00 .129 2926.00 19.82 -1.07 .17 .00 281.15 150.00
.156 4725.00 24.44 .00 .13 .00 384.02 140.00 .156 3450.00 21.90 -2.54 1.01 .00 270.17 140.00 .156 2926.00 21.82 -.08 2.00 .00 265.93 140.00
.182 4725.00 25.56 .00 1.12 .00 278.64 140.70 .182 3450.00 25.79 .23 3.89 .00 286.47 140.70 .182 2926.00 25.46 -.34 3.64 .00 274.74 140.70
.202 4725.00 29.24 .00 3.67 .00 341.03 112.00 .202 3450.00 28.34 -.90 2.55 .00 294.96 112.00 .202 2926.00 28.16 -.18 2.70 .00 282.70 112.00
.240 4725.00 32.60 .00 3.36 .00 336.04 205.00 .240 3450.00 32.29 -.30 3.95 .00 332.93 205.00 .240 2926.00 32.04 -.26 3.88 .00 329.88 205.00
.277 4725.00 36.03 .00 3.43 .00 324.52 197.40 .277 3450.00 35.46 -.57 3.17 .00 297.54 197.40 .277 2926.00 35.27 -.19 3.24 .00 292.14 197.40
.310 4725.00 38.94 .00 2.91 .00 356.00 190.00 .310 3450.00 38.43 -.51 2.96 .00 329.65 190.00 .310 2926.00 38.15 .27 2.88 .00 315.34 190.00
.356 4725.00 41.27 .00 2.33 .00 302.51 250.00 .356. 3450.00 40.66 -.61 2.24 .00 290.09 250.00
24
.356 2926.00 40.38 -.28 2.22 .00 283.30 250.00
.401 4725.00 43.56 .00 2.29 .00 349.21 238.80
.401 3450.00 42.95 -.61 2.29 .00 309.50 238.80
.401 2926.00 42.66 -.28 2.29 .00 307.71 238.80
.451 4725.00 45.78 .00 2.21 .00 302.80 245.00
.451 3450.00 45.15 -.63 2.20 .00 270.06 245.00
.451 2926.00 44.86 -.29 2.20 .00 266.55 245.00
.522 4725.00 48.55 .00 2.77 .00 527.54 392.30
.522 3450.00 47.91 -.63 2.76 .00 495.83 392.30
.522 2926.00 47.62 -.30 2.75 .00 466.09 392.30
.615 4725.00 52.13 .00 3.58 .00 268.38 511.30
.615 3450.00 51.62 -.51 3.70 .00 261.36 511.30
.615 2926.00 51.36 -.25 3.74 .00 257.78 511.30
.678 4725.00 55.59 .00 3.46 .00 274.52 341.00
.678 3450.00 54.88 -.71 3.26 .00 254.86 341.00
.678 2926.00 54.55 -.33 3.19 .00 239.95 341.00
.780 4725.00 60.40 .00 4.80 .00 341.07 561.70
.780 3450.00 59.77 -.63 4.89 .00 323.87 561.70
.780 2926.00 59.47 -.29 4.93 .00 313.12 561.70
.834 4725.00 62.62 .00 2.23 .00 303.48 253.60
.834 3450.00 62.01 -.62 2.24 .00 292.52 253.60
.834 2926.00 61.72 -.29 2.24 .00 285.53 253.60
.918 4725.00 65.65 .00 3.02 .00 398.25 465.00
.918 3450.00 64.97 -.68 2.96 .00 376.71 465.00
.918 2926.00 64.65 -.32 2.93 .00 368.46 465.00
.998 4207.00 66.98 .00 1.33 .00 440.90 440.00
.998 3013.00 66.30 -.68 1.33 .00 423.56 440.00
.998 2456.00 65.97 -.33 1.32 .00 417.32 440.00
1.096 4207.00 68.21 .00 1.23 .00 286.54 525.00
1.096 3013.00 67.48 -.74 1.18 .00 279.97 525.00
1.096 2456.00 67.08 -.39 1.12 .00 276.44 525.00
07:43:29 PAGE 48
SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH
1.164 4207.00 70.26 .00 2.05 .00 286.06 363.40 1.164 3013.00 69.46 -.81 1.98 .00 278.98 363.40
1.164 2456.00 69.02 -.44 1.94 .00 275.68 363.40
1.236 4207.00 77.05 .00 6.78 .00 210.99 359.20
1.236 3013.00 76.64 -.41 7.18 .00 206.60 359.20
1.236 2456.00 76.43 -.21 7.41 .00 204.33 359.20
1.313 4207.00 79.20 .00 2.15 .00 465.73 423.60
1.313 3013.00 78.40 -.80 1.76 .00 452.03 423.60
1.313 2456.00 77.98 -.42 1.55 .00 430.65 423.60
1.403 1890.00 80.70 .00 1.50 .00 133.28 524.00
1.403 1890.00 80.70 .00 2.30 .00 133.21 524.00
1.403 1890.00 80.70 .00 2.72 .00 133.24 524.00
1.420 1890.00 83.97 .00 3.27 .00 92.31 362.00
1.420 1890.00 83.97 .00 3.28 .00 92.33 362.00
1.420 1890.00 83.97 .00 3.27 .00 92.32 362.00
1.520 1890.00 88.99 .00 5.02 .00 127.73 252.00
1.520 1890.00 88.99 .00 5.02 .00 127.67 252.00
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* 1.520 1890.00 88.99 .00 5.02 .00 127.70 252.00
-1.313 4207.00 79.20 .00 -9.79 .00 465.76 423.60
-1.313 3013.00 78.40 -.80 -10.60 .00 452.06 423.60
-1.313 2456.00 77.98 -.42 -11.02 .00 430.29 423.60
.000 2597.00 79.46 .00 .26 .00 424.87 300.00
.000 1465.00 78.69 -.77 .29 .00 170.48 300.00
.000 832.00 78.27 -.42 .29 .00 136.68 300.00
* .006 2597.00 81.74 .00 2.28 .00 425.85 40.00 * .006 1465.00 79.47 -2.27 .78 .00 40.02 40.00 * .006 832.00 78.19 -1.28 -.08 .00 35.02 40.00
.021 2597.00 85.01 .00 3.27 .00 910.97 110.00
' .021 1465.00 82.03 -2.98 2.56 .00 523.35 110.00
.021 832.00 79.61 -2.42 1.42 .00 40.03 110.00
.023 2597.00 85.02 .00 .01 .00 881.03 20.00
.023 1465.00 82.14 -2.88 .11 .00 638.01 20.00
.023 832.00 80.15 -1.99 .54 .00 70.00 20.00 1%
.110 2597.00 85.07\ .00 .05 .00 906.42 471.00
.110 1465.00 82.31 -2.76 .17 .00 626.36 471.00
.110 832.00 80.46 \ -1.85 .32 .00 473.04 471.00
07:43:29 7p )f c( fl \(C) C,O1) PAGE 49
SUMMARY OF ERRORS AND SPECIAL NOTES
NOTE SECNO= .017 PROFILE= 1 WSEL BASED ON X2 CARD
NOTE SECNO= .017 PROFILE= 2 WSEL BASED ON X2 CARD
NOTE SECNO= .017 PROFILE= 3 WSEL BASED ON X2 CARD
CAUTION SECNO= .182 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= .182 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= .182 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1.403 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1.403 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.403 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1.403 PROFILE= 2 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1.403 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.403 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1.403 PROFILE= 3 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1.403 PROFILE= 3 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.403 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1.520 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1.520 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.520 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1.520 PROFILE= 2 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1.520 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.520 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1.520 PROFILE= 3 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1.520 PROFILE= 3 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1.520 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= .006 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= .006 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= .006 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= .006 PROFILE= 2 CRITICAL DEPTH ASSUMED
CAUTION SECNO= .006 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= .006 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= .006 PROFILE= 3 CRITICAL DEPTH ASSUMED
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I CAUTION SECNO= .006 PROFILE= 3 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= .006 PROFILE= 3 20 TRIALS ATTEMPTED TO BALANCE WSEL
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07:46:17
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HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR - 01,02,03,04,05,06
MODIFICATION - 50,51,52,53,54,55,56
IBM-PC-XT VERSION AUGUST 1985
* ** * * * * * * *** **** ********************** *********** *
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