ST9401-SY 9602121 O0 TEAR FLOOD ANAL TS.[S
FOR A .PROPOSED BRZDGE
0 VER DENTON CREEK A T
DENTON TAP .ROAD
IN THE c'VTY OF
COPPELL, TEXAS
FOR
WfER AND ASSOCIATES, INC.
4300 BEL TWA T PLACE
SUITE 130
A R L[NG T 0 N, TX 7 6' 0 '7 8
MORRISON HYDROLOGY ENGINEERING, INC.
210 ARNOLD STREET
ARLINGTON, TEXAS 76010
METRO (817) 461-0321
Introduction
Hydrology
Hydraulic Analysis
FEMA Duplication Model
Existing Condition Model
Proposed Condition Model
TABLE OF CONTENTS
Figures
1. Proposed Denton Tap Road Bridge
2. Water Surface Profiles for the Existing and Proposed Conditions
Tables
Comparison Between Flood Levels for FEMA FIS, Revised Existing
Condition, and Proposed Conditions with Existing Discharges
Comparison Between Flood Levels for Existing Condition and Proposed
Conditions with Ultimate Discharges
Appendix
2.
3.
4.
5.
6.
7.
8.
Kimley Horn Ultimate Condition Hydrologic Analysis
FEMA Effective FIS Information
FEMA Duplication Model
Revised Existing Condition Hydraulic Analysis
Revised Existing Condition Hydraulic Analysis with Ultimate Discharges
Proposed Condition Hydraulic Analysis
Proposed Condition Hydraulic Analysis with Ultimate Discharges
Proposed Condition Floodplain Delineation
Introduction
The purpose of this report is to analyze the Denton Creek floodplain in the
area of Denton Tap Road to determine the revised existing condition 100 year
flood levels and velocities and compare them to the 100 year flood levels and
velocities created by construction of the proposed Denton Tap Road bridge
modification. This analysis will address both the current or existing
conditions and the fully developed or ultimate conditions.
Hydrology
The FEMA Effective FIS discharge was used as existing conditions without
alteration. It should be noted that Cottonwood Creek and Denton Creek combine
flows in the area of Denton Tap Road. The FEMA FIS assumed that the two
stresms combine Just upstream of Denton Tap Road. This is a very conservative
approach.
In addition to the FEMA discharge value an ultimate or fully developed
analysis was obtained from previous studies completed by Kimley Horn and
Associates (KHA). This study made no attempt to review the FalA analysis. It
was used as presented in appendix 1.
Hydraulic Analysis
This hydraulic analysis is based on the Corps of Engineers HEC-2 Computer
Model.
The HEC-2 program is intended for calculating water surface profiles for
steady gradually varied flow in natural or man-made channels. Both
subcritical and supercritical flow profiles can be calculated. The effects of
various obstructions such as bridges, culverts, weirs, and structures in the
floodplain may be considered in the computations. The computational procedure
is based on the solution of the one-dimensional energy equation with energy
loss due to friction evaluated with Manning's equation.
FEMA Duplication Model
Several unsuccessful attempts were made to obtain a computer model that
matched the currently effective FEMA FIS. Finally, the information was
obtained by sending directly to FEMA. This information is contained in
appendix 2. The hard copy information provided was encoded on in-house
computers and checked for duplication. The results of this model is included
in appendix 3.
It should be noted that the cross section numbers do not match the actual
distance measurements. this is not a problem if it is recognized.
Existing Condition
It was assumed that the FEMA Effective FIS model is correct. The only areas
changed were the upstream and downstream Denton Tap Road sections to
incorporate field survey data in the area of Denton Tap Road. In addition
section 32150 was altered to match the city topo and field surveyed cross
sections.
Page -2-
Ineffective flow areas, roughness values, and contraction/expansion
coefficients were unchanged from the effective FIS.
The results of the existing condition analysis is shown in Table i and Table
2.
The results of the existing condition analysis show that flood levels in the
area are generally higher than the effective FIS. This can be attributed to
more field surveys and better city topo than was available when the FEMA FIS
was completed. Some key locations are shown belowz
SECTION NO.
FEMA FIS
100 YEAR
EXISTING COND.
100 YEAR
32200 456.88 456.77
32230 457.14 457.8
32250 459.91 461.19
32305 459.73 461.16
32725 460.99 461.79
33145 461.22 461.93
33470 461.52 462.17
33260 462.39 462.89
34850 462.41 462.86
34950 463.52 463.93
Proposed Condition Model
There is no difference in the existing condition and proposed condition model
except at Denton Tap Road and Denton Creek. Figure i shows the proposed
grading at Denton Creek for the new bridge. This information was encoded in
the hydraulic model and a new proposed model developed. No other changes were
made compared to the existing condition model except to add another cross
section upstream since the bridge was widened.
A comparison between the existing and proposed condition model shows that the
proposed bridge modification causes no increases in flood levels except within
the bridge right of way Just downstream of the bridge.
TABLE 1
CONPARISON BE'~VEEN FEMA FI5, REVISED EXISTING, AND PROPOSED
C(3NDITION 1OO YEAR FLOOD ELEVATIONS
FEMA FIS
REVISED EXISTING
SECT. 100tlZ.
NO. ELEV.
Q AVG. SECT. IOOYR,
CF5 VEL. NG. ELEV.
O AVG.
CFS VEL.
F~)FOSED
SECT. IOOYR. Q AVG.
NO. ELEV. CFS VEL.
26830 454.69 21300 5.47 26630 454.69 21300 5.47 26830 454.69 21300 5.47
28080 455.38 21~ 5.49 28084) 455.58 21300 5.49 2808D 455.588. 213430 5.49
28870 456.03 21300 3.69 28870 456.03 21300 3.69 28870 456.03 21300 3.69
29610 456,27 21300 4 29610 456.27 21300 4 29610 456.27 21300 4
30570 456.61 21300 4.77 30570 456.61 21300 4.77 30570 456.61 21300 4.77
31230 456.81 21300 6.82 31230 456,81 21304) 6,82 31230 456.81 213043 6.82
32150 457.4 21300 11.24 32150 458.26 21300 9.52 32150 458.26 21300 9.52
D$ FACEDENTON TAP DS FACEDENTONTAP D5 FACEDENTON TAP
32200 456.88 21300 14.51 32200 456.77 21300 16.61 32200 457.88 21300 11
US FACEDENTON TAP US FACEDENTON TAP
32230 457.14 21300 14,17 32230 457.8 21300 15.06
32250 459.91 14900 5.82 32230 461.19 1490D 4.95
32305 459.73 14900 7.85 32305 461.16 14900 5.45 e~ FACE DENTON TAP
32323 458.6 21300 9.06
32378 458.51 14900 9.64
32725 460.99 14900 3.52 32725 461.79 14900 2.93 32725 460.59 14900 4.77
33145 461.22 14900 3.95 33145 461.93 14900 3.64 33145 461.07 14900 4.02
33470 461.52 14900 4.85 33470 462.17 14900 4,39 33470 461.4 14900 4.94
34260 462.39 14900 3.24 34230 462.69 14900 3.05 34260 462.34 14900 3.26
34830 462.41 14900 5.7 34830 462.86 14900 8.32 34830 462.58 14900 8.56
34930 463.52 14900 5.61 34930 463.93 14900 4.94 34950 463.89 14900 S
36970 465.98 15600 5.13 36970 466.01 15600 5.1 36970 466 15600 5.11
TABLE 2
COMPARISON BETWEEN REVISED EXISTING AND PROPOSED
CONDITION 100 YEAR FLOOD ELEVATIONS FOR ULTIMATE FLOWS
REVISED EXISTING PROPOSED
SECT. 100 YR. Q AVG. SECT. 100 YR. Q
NO. ELEV. CFS VEL. NO. EEEV. CFS
26830
28080
28870
29610
30570
31230
32150
DS FACE
32200
US FACE
32230
32250
32305
32725
33145
33470
34260
34850
34950
454.69 22468 5.77 26830 454.69 22468
455.46 22468 5.73 28080 455.46 22468
456.16 22468 3.78 28870 456.16 22468
456.41 22468 4.14 29610 456.41 22468
456.77 22468 4.91 30570 456.77 22468
456.99 22468 7.05 31230 456.99 22468
458.56 22468 9.3 32150 458.56 22468
DENTON TAP DS FACE DENTON TAP
456.85 22468 17.39 32200 458.09 22468
DENTON TAP
458.46 22468 14.95
461.84 16681 4.67
461.81 16681 5.3 US FACE DENTON TAP
32323 458.87 22468
32378 458.53 16681
462.36 16681 2.87 32725 460.84 16681
462.47 16681 3.83 33145 461.38 16681
462.74 16681 4.5 33470 461.74 16681
463.48 16681 3.18 34260 462.75 16681
463.4 16681 8.83 34850 462.73 16681
464.68 16681 4.43 34950 464.15 16681
AVG.
VEL.
5.77
5.73
3.78
4.14
4.91
7.05
9.3
11.38
9.33
i0.77
5.11
4.34
5.26
3.47
9.44
5.17
_'L
I
,f//~ ./,../.'/'
~ .,/"
,/
1.0 INTRODUCTION
1.1 Study Objectives & Scope
The City of Coppall, Texas, desires to manage the rapid development occurring and proposed
in the watersheds and floodplains of the major creeks in the City including the Elm Fork of
the Trinity River. High management priorities are for flood control and control of
stormwater. Stormwater management generally describes measures used by property owners
and local governments to limit the amount of stormwater runoff from urban development and
to control the path of runoff through space and time. Floodplain management is the
operation of an overall program of corrective and preventive measures for reducing flood
damage, including, but not limited to, emergency preparedness plans, flood control works,
and regulations for control of the impacts of development within floodplain areas. The City
of Coppell has elected to complete a comprehensive drainage plan in two phases. The first
phase is presented in this report and consists of the beginning of a comprehensive drainage
plan which contains the information on which the development and design of further levels
of management can be based.
The City of Coppall has developed a floodplain management ordinance (87390). This
ordinance requires that floodplain development in the City must be based on existing and
ultimate condition flow before approvals of floodplain development may be obtained. Until
this report, the existing and ultimate condition hydraulic and hydrologic models have not
been defined. Three hydrologic and hydraulic models have been defined in this report. The
first is an existing condition model, the second an existing condition model with ultimate
flows, and the third is a maximum developed condition model.
In addition to requirements by the City of Coppell the Federal Emergency Management
Agency (FEMA) and the Corps of Engineers have additional requirements. Of these two
agencies, the Corps requirements may be more restrictive from a flood storage standpoint.
These requirements will be discussed later in this report.
1.2 Study Approach & Methods
The investigative approach to this study includes data gathering consisting of literature
searches, limited field reconnaissance including meetings with personnel from the City of
Coppell and others; reviews of plans and studies; acquisition of historical data, where
available; and compilations of various computer models of the hydrology and hydraulics of
the study streams, where available. The final presentations of this study are based on detailed
assessments of the data thus obtained.
The methods used in this investigation are generally considered standard practice for studies
of this type. The hydrology is analyzed using the development of an HEC- 1 computer model
of the watersheds to generate synthetic hydrographs based on techniques of the Soil
Conservation Service (HEC, 1985) (SCS, 1964). Hydraulics are evaluated using the backwater
computer models HEC-2 developed by the Corps of Engineers. Hydrology model summaries
are included in Appendices I through 4, for Denton Creek, Cottonwood Branch, Grapevine
Creek and Grapevine Tributary. Hydraulics models summaries are also inchdeal in these
Appendices, for existing channel and improved channel conditions of the studied streams.
The data on the Elm Fork of the Trinity River have been updated through January 1989 with
information available through the Corps of Engineers and the North Central Texas Council
of Governments for the Regional Environmental Impact Study and Reconnaissance studies
on the Trinity River.
coppert Master Drainage Ptan
Page 3
Land use master planning and zoning maps for the cities of Carrollton, Coppall, Grapevine,
Flower Mound, Irving, and Lewisvilla were used in the HEC-I synthetic hydrograph
modeling to provide data on fully developed watersheds. Zoning indicating agricultural land
use was assumed to be rezoned to the nearest adjacent non-agricultural land use. Land use
mapping is included with the hydrology models.
No field surveys were performed for the hydraulic modeling. Hydraulic models are based
on a combination of the effective FIS, computer models, and topographic plans submitted by
consulting firms for projects in the study reaches, and as augmented with available as-built
drawings or topographic maps of the City.
Throughout this report "left" and "right" designations, following general hydrology practice,
are as facing downstream.
1.3 Study Area
The study area, as noted earlier, generally includes regions currently mapped as the
floodplains of the City of Coppall, and further includes the stream segments downstream and
upstream of the City as follows:
1. The Elm Fork of the Trinity River, beginning downstream of the City at stream
Station 650+00, continuing upstream and through the City to stream Station
9384.10, a total distance of about 5.5 miles.
2. Denton Creek, extending from its confluence with the Elm Fork of the Trinity
River, including the common Elm Fork floodplain, upstream to beyond the City
limits, to stream Station 569+40; a total distance of nearly 11 miles.
3. Cottonwood Branch of Denton Creek from its confluence with Denton Creek
upstream, beyond the City limits, to stream Station 369+20; a total distance of
approximately 7 miles.
· 4. Grapevine Creek from its confluence with the Elm Fork of the Trinity River
upstream to beyond the City limits, to stream Station 483+50; a total distance of
over 9 miles. A tributary to Grapevine Creek was also modeled from the
confluence with Grapevine Creek to Coppell Road (as requested by Mr.
Chaddick).
The study reach of the Elm Fork includes the eastern City limits of Coppall, including
crossings at Belt Line Road, the St. Louis & Southwestern Railroad, and Sandy Lake Road
at approximate stream Stations 878+90, 8804-30, and 9374.30, respectively. Other railroad and
highway crossings occur in the study reach. The City of Coppall lies principally along the
centerline and right overbank of the river from approximate stream Stations 860+00 to
940+00.
The study reach of Denton Creek extends from its confluence with the Elm Fork, north of
Sandy Lake Road, to beyond the City limits at State Highway 121 (SH 121), and includes the
northern City limits along its centerline and right overbank in the reach from the confluence
with the Elm Fork to Denton Tap Road. Bridges on Denton Creek include existing crossings
at Denton Tap Road (stream station 321+75) and SH 121 (stream station 394+90) and a
proposed crossing at MacArthur Road (approximate stream station 238+00).
The study segment of Cottonwood Branch begins at the confluence with Denton Creek at
approximate Denton Creek stream station 328+16, downstream of Denton Tap Road, and
extends to the western City limits and into the Dallas-Fort Worth International Airport
jurisdictional area. Existing bridges on Cottonwood Branch occur at Denton Tap Road (in
the common floodplain of Denton Creek at Denton Creek Stream Station 3224.00),
Coppell/Sandy Lake Road (stream Station 94+94), and State (stream Station 1254-85).
Proposed bridges include new crossings at Parkway Boulevard (stream Station 344-20), Sandy
Lake Road (new stream Station 894-90 equals existing Station 94+94), Freeport Parkway (new
stream Station 108+30), State Road (new stream Station 119+85), and at Royal Lane (new
stream Station 155+05).
coppert Master Drainage Pten
Page
The Grapevine Creek study reach begins at its confluence with the Elm Fork of the Trinity
River at stream Station 72+50, generally along the southern and eastern City of Coppall city
limits between Irving and Carrollton. The stream centerline forms the common city limits
with the City of Irving from the confluence to approximately Belt Line Road. Grapevine
Creek then extends through the City of Coppall upstream to the southwestern city limits at
Interstate Highway 635 (IH 635) and continues into the Dallas-Fort Worth International
Airport jurisdictional area. Crossings exist on Grapevine Creek at MacArthur Boulevard
(stream Station 109+36), Belt Line Road (stream Station 154+40), the St.Louis & Southwestern
Railroad (stream Station 156+00), Moore Road (stream Station 185+15), Denton Tap Road
(stream Station 254+70), Bethel Road (stream Station 275+40), the St.Louis & Southwestern
Railroad again (stream Station 301+90), Southwestern Boulevard (stream Station 314+80), a
railroad spur bridge at stream Station 343+30, and Freeport Parkway (stream Station 354+50).
1.3.1 Regional Setting
This general location in north-central Texas is characterized as being in a transition zone
between the major vegetational areas of the Cross-Timbers area to the west and the Blackland
Prairies area to the east, having, in general, a temperate climatology with extremes in
variation. The Trinity River Basin is principally in two geographic provinces, Central Texas
and Gulf Coastal Plain, with portions of the headwaters extending into the Central Lowland
province. As noted by the Texas Water Commission (1963) the headwaters are in two of the
principal subdivisions, the Grand Prairie and Osage Plains regions. With a drainage pattern
generally in a southeasterly direction, Dallas County is in the upper Gulf Coastal Plain
principal physiographic province while Denton County is in both the Central Lowland and
the Gulf Coastal Plain physiographic provinces.
The Elm Fork of the Trinity River, with streamflow records from 1907 to the present, at the
Carrollton gauge on Sandy Lake Road, has an average annual runoff of approximately 4.0
inches (USGS, 1985). Denton Creek, with streamflow records from 1947 to the present at
the Grapevine gauge on State Highway 121, has an average annual runoff of approximately
3.0 inches (USGS, 1985). Both streams are regulated. Lake Grapevine is upstream of the
study area on Denton Creek in Tarrant and Denton Counties. At the Grapevine gauge,
minimum flows are maintained by releases from the lake at 10 cfs in the May through
September season and at 5 cfs in the September through April season (COE, 1975).
1.3.2 Climatology
The climatology of this region of Texas includes large variations in rainfall and runoff which
characterize the usual hydrologic conditions in the Trinity River Basin. The mean annual
rainfall varies considerably from year to year, ranging from less than 20 to more than 50
inches. A large portion of the annual rainfall results from thunderstorm activity,
characterized by heavy precipitation occurring in brief periods of time. The United States
National Oceanic and Atmospheric Administration, "Rainfall Frequency Atlas of the United
States," indicates a 100-year 24-hour storm in northwestern Dallas County of approximately
9.5 inches and a probable maximum 6-hour precipitation (PMP) of 30.8 inches (Harshfield,
1961). Snowfall and snowmelt also vary greatly from year to year, but with an average
annual seasonal snowfall of 3.1 inches, is not considered a significant source of runoff.
Other expected rainfall events for various durations and mean return intervals are given in
Table 1.3~1. Temperatures range from extreme highs in the 100's in the summer months to
extreme lows of near zero in mid-winter.
Coppert Haster Drainage Pten
Page 5
!' It T I ·
TABLE 1.3-1
INCHES OF RAINFALL
DALLAS COUNTY, TEXAS
FOR DURATIONS OF 30 MIN TO l 0 DAYS
AND RETURN PERIODS FROM I TO 100 YEARS
Duration Return Period (yrs)
{hrs) I 2 5 10 25 50 100
0.5 1.2 1.5 2.0 2.3 2.7 3.1 3.4
I 1.6 1.9 2.5 2.9 3.4 3.8 4.3
2 1.8 2.2 3.0 3.6 4.2 4.7 5.2
3 2.0 2.5 3.3 3.9 4.6 5.2 5.7
6 2.4 3.0 4.0 4.7 5.5 6.2 7.0
12 2.8 3.5 4.7 5.5 6.5 7.4 8.4
24 3.2 4.0 5.4 6.5 7.6 8.5 9.5
48 -- 4.6 6.0 7.2 8.5 9.7 11.0
96 -- 5.4 7.0 8.2 9.8 11.2 12.7
168 -- 6.2 8.1 9.5 11.2 12.7 14.1
240 -- 6.9 9.0 10.6 12.5 14.0 15.7
99.9% 50% 20% 10% 4% 2% 1%
Chance of occurrence in any ~iven year
SOURCE: Hershfield (1961) and Miller (1964).
CoppeLt Master Drainage PLan
Page
r" Ir r T ·
2.0 GENERAL HYDROLOGY
2.1 Factors Affecting Floods
Among the factors affecting floods experienced at a given point are the climate of the region
and the physiographic characteristics of the watershed. A general description of the regional
climatology and basin characteristics were given previously in Section 1. Although,
ultimately, these general climatologic and physical characteristics of the basin govern the
probability of a flood occurring, the immediate flooding response of a given watershed
within that basin to a given storm often depends on more site-specific characteristics and
conditions. The objective of this section is to describe site-specific ciimatologic and
physiographic characteristics which are important to this drainage master plan.
2.1.1 Climatologic Characteristics
2.1.1.1 Precipitation
Precipitation in this region, as noted earlier, most frequently occurs in the form of rainfall,
and riverine flooding is most often the direct result of short duration, high intensity storms.
The important characteristics of precipitation for the master plan are, therefore, rainfall and
the amount or depth of rainfall, the duration of the storm, and how the storm is distributed
through time and over the watershed area itself.
DePth & Freauencv of Recurrence
The depth of rainfall, the time period it takes to accumulate this depth, and how often this
depth, or more, appears in a long period of recorded history determines the relative
frequency of the rainfall event. That is, l-inch, or more, of rainfall may occur within a
period of I month, or I hour, or 30 minutes, or less. In this region, the likelihood of 1-
inch or more occurring in I month is very certain, though not 100 percent certain. On the
other hand, only I percent of all storms (1 out of 100 over a long period of record) are
expected to equal or exceed 3.4 inches of depth in 30 minutes. This I storm in 100 is
generally referred to as the 100-year, 30-minute storm; or better, the 100-year, 30-minute
"mean recurrence interval" storm.
Storm Distribution in Time & Snace
Review and evaluation of the time-distribution of discreet rainfall events within a historical
storm is useful, if available. However, very seldom is such data available, and furthermore,
the historical data may not represent the "worse case" for design purposes. It has been shown
(SCS, 1964) that when the time-distributed elements of rainfall within historical storms are
converted to a total unit rainfall of uniform time steps and rearranged so that the most
intense rainfall is centered on a total equivalent time base of 24 hours, and the smaller
intensities are generally divided into elements before and after the most intense elements, that
the resulting patterns are similar for all storms within two basic patterns in this region. The
SCS has classified these patterns as Type II and Type III storm distributions. The Type Ill
storm is actually very similar to a Type II with slightly less intense center storm elements.
This finding has essentially standardized the pattern of rainfall intensities within a
hypothetical storm for design and evaluation purposes for almost all design studies.
The final component of the precipitation ingredients affecting floods is the need to consider
the variability of the rainfall from point-to-point within a given area. The rainfall pattern
varies within a specific area. That is, if we observe all the storms in some period of time
which occur on a given 1-acre site, the probability is high that the same storm depth of each
storm covered the entire l-acre site. However, if we observe all the storms in the same
period of time which occur over a 10-square mile area, the chances are great that many of
the storms will not have produced the same depth over the entire area. This spatial variation
decreases with an increase in total storm duration and in more unusual rainfall events.
Coppeli Master Drainage Plan Page
t" !' T t .'
2.1.1.2 Interception, Evaporation, & Transpiration
Not all precipitation which falls enters the s0il or runs off the site. Some is intercepted by
the leaves of trees and grasses, some by rooftops and depressions. Some precipitation never
even touches the ground; it is either evaporated or used by the vegetation (transpiration)
directly. Although interception can account for large water losses (up to 25% in forested
areas, the effects of interception, evaporation and transpiration are generally only apparent
in an urban setting in very light precipitation. When combined with a dry or average
antecedent moisture condition, there may be very little or no runoff from light precipitation
even from an event of long duration. In the evaluation of storm events necessary for design
of floodways and stormwater systems, interception, evaporation and transpiration are ignored
or assumed to be part of the other attributes which have been characterized otherwise. On
the other hand, if one is impounding water for irrigation or domestic use, evaporation and
transpiration become very important characteristics and can have a great impact of the design
of these facilities.
2.1.1.3 Antecedent Moisture Conditions
Once precipitation lands on the ground at a given point, events which preceded the storm will
have a bearing on the amount of rainfall which leaves that point. That is, if it has been
raining for a long while prior to the storm event being evaluated, the ground may be very
wet and saturated so that infiltration of more water into the ground is limited. In that case,
every drop of water that falls will either accumulate on the surface at the location of impact
or will flow downhill away from the point of impact. The role that the infiltration of
precipitation plays is a very important one. The moisture conditions which exist prior to the
event of study have been generally categorized into three groups referred to as Antecedent
Moisture Conditions (AMC) I, II, and III. AMC I assumes very dry soil conditions such that
much of the precipitation which falls will go into wetting the upper zones of the soil. The
opposite extreme is AMC III, which assumes very wet conditions exist prior to the event
being studied, such that only little precipitation will enter the soil and most will run off. The
average moisture condition is AMC II.
2.1.1.4 Design Recommendations for Climatologic Conditions
For the purposes of design and analysis of storms in the City of Coppell, it is recommended
that the precipitation events as evaluated by the National Oceanic and Atmospheric
Administration (NOAA) Technical Papers Number 40 and 49, summarized earlier in Table
1.3-1, be utilized to establish depths for given frequencies and durations. For shorter
duration storms, the ratios given in Technical Paper 40 should be used to determine 5-, 10-
, and 15-mlnute depths from the 30-minute depth for a given frequency. Intensities should
be used only with the rational formula, is recommended only for use with very small drainage
areas (less than 6 acres) for design of small single inlet storm sewer systems or small culverts
(less than 36-inch diameter and or less than 300 feet in length). Additional design'
recommendations are as follows:
1. Snowfall and snowmelt can be ignored except as it may affect antecedent moisture
conditions.
2. Rainfall depth/intensity, duration, frequency (often referred to as DDF or IDF
curves) data are to be derived from TP 40 and TP 49.
For durations shorter than 30 minutes use the depth-ratios recommended by TP
40, as follows:
a. 30- to 5-mlnute ratio equals 0.37,
b. 30- to 10-minute ratio equals 0.57,
c. 30- to 15-minute ratio equals 0.72.
4. Time distribution of rainfall events shall be an SCS Type II storm distribution.
Coppelt Naster Drainage Ptan
Page 8
Adjustment for areal distribution shall not be made for watersheds smaller than
10 square miles. Areal adjustments for larger watersheds shall be based on the
methods of the NOAA in TP 40.
6. Average (AMC II) antecedent moisture conditions shall be assumed. Other
moisture condition assumptions may be necessary.
7. Interception, evaporation and transpiration can be assumed to be explained by
other variables except in the design of impoundments.
2.1.2 Physiographie Characteristics
2.1.2.1 Basin
The characteristics of a watershed which affect flooding include its geology and its
geemorphology; that is, its' size, shape, elevation, stream length, perimeter, and the
man-made changes to land forms and uses. The principal geologic factors affecting flooding
include: (1) the composition and distribution of the soils and rock materials, and (2) the
structural discontinuities such as faults and folds in the geologic strata. Knowledge of the
geemorphology, or geometry, of a watershed can help in recognizing characteristics which
have generally predictable effects on flooding.
Geologic Factors
Important geologic factors for use in drainage planning involve the identification of the soils
and reeks of the watershed, the classification of the natural stream type, and an
understanding of the relationship between these lithelogic and structural attributes. For a
given antecedent moisture condition, the soils of the watershed affect the infiltration and loss
rates, and thereby, the runoff rates from a precipitation event. The structural geology, along
with the soils and rocks, of the watershed determines much of what happens to the storage
and movement of the surface water of the basin; likewise, the storage and movement of the
surface water in a basin affect the watershed's geemorphology.
Soil maps for detailed planning of the watersheds of Denton Creek, Cottonwood Branch and
Grapevine Creek in the City of Coppell are contained in the Dallas, Denton, and Tarrant
County soils surveys (USDA 1980a, 1980b, 1981). The Elm Fork watershed includes other
county soils surveys. The identification and classification of soils in these studies include
groupings according to their runoff-producing characteristics. Bare of vegetation and
independent of slope, soils are assigned to four groups according to their inherent capacity
to permit infiltration. Deep, sandy, gravelly soils having a high infiltration rate when
thoroughly wet (and, therefore, a low runoff potential) are assigned to Group A, at one
extreme. At the other extreme, heavy clay soils or shallow soils over rock exhibiting very
slow infiltration rates and thus a high runoff potential, are assigned to Group D. Groups B
and C are soils which have infiltration rates described as moderately rapid or moderately
slow, respectively.
The classification of a stream will describe its response to a given amount of runoff; that is,
streams are classified as being young, mature or old depending on how credible the natural
streambeds are. Young streams are "flashy" and credible; meaning they flood quickly with
high velocities carrying sediment without deposition and are continually cutting and changing
their channels. Mature streams are more stable with sediment cutting and transport about
balanced with very limited changes to the channels by erosion. Old streams consist of wide
meander belts, broad floodplalns, and braided stream segments with sluggish flows. Viewed
in its entirety, a single stream frequently contains all stream classifications. The natural
classification of Coppelrs streams would likely be as mature streams.
Geomornhie Factors
Basin elevation differences, overland and stream flow distances, basin size and shape, volume
of the streams, and vegetative cover are among the most important natural physical features,
Coppelt Haslet Deainage Plan
Page 9
T, ! T T ·
while the man-made changes to the watershed geometry and cover are the most important
revisions affecting runoff and flooding.
Overland flow length is a particularly important feature. This is the distance from the ridge
line or drainage divide measured along a path of surface flow not confined within a defined
channel to the point of entry into a defined channel. Most often the overland flow length is
understood to represent the longest flow path from the drainage divide to its point of entry
into a defined channel. Stream flow distances are the lengths of the defined channel along
its meander distance from a point of interest. Most often, and in flood studies in particular,
stream distances are measured upstream beginning at the point of confluence with a larger
order stream. Hydraulic length is the longest distance along the path of flow from the
drainage divide to the point of interest, including overland and stream flow distances.
Combined with the overland or stream flow lengths, elevation differences within a watershed
determine the slope of the watershed or stream segment. Watershed and stream slopes are
important factors affecting time of flow and velocities of flow, additional characteristics
necessary to predict flooding conditions.
Area is probably the most obvious geometric factor useful in determinations of discharges.
In fact, some relationships simply attempt to directly relate basin area to discharge. If enough
historical information is available in a region, area/discharge relationships are useful in
examining the "reasonableness" of synthetic methods of predicting discharges. With all other
factors being similar, the shape of a watershed has a considerable influence on the peak
discharge from a given area; that is, a semi-circular watershed, one having all overland and
stream flow distances approximately equidistant from the outlet, will have a much higher
peak discharge than a long narrow watershed because of the timing of the most distant flows
reaching the outlet point of interest. Topographic maps are necessary for accurate
determinations of area and flow paths.
The usable volume in a given reach length of stream determines the floodplain storage
available. Surveys and accurate topographic maps are necessary to obtain data for stream
volume. Changes in volume can have a profound impact on the flood discharges in a stream,
depending on the stream classification.
Land Use & Cover
Man-made changes to the physical characteristics of a watershed can change its flooding
attributes, the nature of this change depends on how the changes are managed. The most
obvious change in an urbanizing watershed is the reduction in pervious surfaces which
reduces the infiltration capability of the soils of the watershed. This reduction in pervious
surfaces caused by covering large areas with paving and rooftops will lead to increased
volumes of runoff if not offset by other parameters. Not only is the volume of runoff
affected, but the timing of the flow is changed. Furthermore, replacement of vegetal cover
with paved, impervious surfaces affects interception and infiltration to the underlying soils
which can affect the groundwater table. To predict the runoff from an urban area, zoning
or land use maps must be available or assumptions must be made of the anticipated land use
and vegetal cover.
2.1.2.2 Physiographic Factors for Design Considerations
In addition to rainfall, the designer must consider physiographic factors in the design or
evaluation of a project. The procedures outlined in SCS publication TR-55, Urban
Hydrology for Small Watersheds, (Second Ed., June, 1986), contain further detail and
methodology to determine factors for design consideration which must include the following:
Area - Determine basin watersheds and subareas. Delineation of subareas within
a watershed is one of the most important factors affecting all hydrologic
calculations, but is often difficult in urban areas; therefore, use the best practical
topographic maps including storm sewer drawings within the basin if available.
If storm sewer drawings are not available, use street or !and use maps and
Coppett Haster Drainage Ptan
Page 10
,
square-off drainage divides to make reasonable assumptions regarding alterations
to natural divides caused by development.
Geometric Parameters - In addition to area, determine the general overland slope,
main channel slope, overland and channel lengths, cross-sections and elevations
at the various points of interest.
SoilS. - Map the soils of the watershed by dominant soil type and hydrologlc soil
group. In addition to determining the permeability/runoff characteristics of the
soils, this information will also be useful for general design properties.
Land use - Map the future development land use of the full watershed. Do not
use agricultural usage unless it is known that such zoning is likely to continue in
a master land plan for the ultimate development of the City, as in park areas.
Forecast uses based on reasonable assumptions if no master plans exist for ultimate
development.
Impervious are~ - From the land use maps, establish the percent of impervious
area and type of vegetative cover which will exist in the fully developed
watershed and subareas.
Runoff curve numbers (CN) - From the information developed in Steps ! through
5 above, determine the composite CN's for the subareas of the contributing
watersheds.
2.2 Flood Discharges
2.2.1 Determination of Discharges
Stormwater flow in urban areas is conveyed in two systems: the minor system and the major
system. The minor system consists of street gutters, storm sewers and small open channels.
The major system is utilized whenever the capacity of the minor system is exceeded;
including streets, minor and major drainage swales, homes, parking lots, shopping centers and
other commercial areas, industrial areas, and creeks streams, and rivers.
Methods of predicting discharges for both the minor and major systems at a given location
include, in order of decreasing accuracy: historical data from a long period of record for use
with unit hydrograph methods and regional regression equations, synthetic hydrograph
methods, and rational analyses of the rainfall/run0ff process such as the Rational Formula.
The most accurate method of determining runoff peaks and frequencies is to review a long
historical record of measured flows. However, it is important that the period of measured
flows represent the watershed unchanged (or nearly so) over the period of review. For
example, an undeveloped watershed overmuch of the period of recorded flow is not valuable
in measuring the watershed if it is now developed. Also, significant changes in structural
elements of the stream such as a dam would alter the validity of the records. Rarely is there
any such record. A USGS gage is available at State Highway 121 and Denton Creek, from
1947 to the present, for 705 square miles of the watershed, including the regulated flows
from Lake Grapevine. On the Elm Fork of the Trinity River at Sandy Lake Road, records
are available for USGS gag~ng station 08055500, from 1907 to the present, including the
regulated flows of Lewisville Lake and Lake Grapevine. These data were evaluated in the
Denton Creek Floodplain Study, (AEI, 1986) and were considered in this study on both the
Elm Fork and Denton Creek.
Synthetic hydrograph methods are generally accepted as the most realistic methods available
for predicting runoff from ungaged watersheds because they not only allow calculation of a
peak discharge, but account for the time variation in runoff as well. Computer models
simplify the calculations and with the availability of accepted computer programs for general
use, should become the standard technique for evaluation of all but the most simple drainage
systems.
Coppert Master Drainage Ptan
Page 11
~' IT T T
The rational formula is in wide usage, and is allowed in very small areas (less than 6 acres of
total watershed) in the City of Coppall. To determine a peak discharge for a given
recurrence interval, the rational formula uses four variables: (1) a runoff coefficient, C; (2)
rainfall intensity, i; (3) drainage area, A; and (4) the time of concentration, t~. As Rosmiller
(1985) pointed out, two of these variables are subject to wide interpretation; the runoff
coefficient and the time of concentration. Therefore, to be acceptable in the City of Coppall,
it is recommended that the suggestions Rosmiller made in his 1985 paper and as included in
the APWA and TPWA publication, Guidelines for Drainage Design, (1986) be adopted to
make the rational formula more uniform in its application with the other provisions of this
master plan.
2.3 Analysis Methods
River basin models are developed for a variety of engineering and management purposes
including the analysis of the effects of urban development and other changes on run-off
response.
A river basin precipitation-runoff model, frequently called a watershed model, is a network
of computational components programmed to simulate surface runoff and compute discharge
hydrographs at locations of interest. The computer model used to simulate this watershed
surface runoff is HEC-1, developed by the U.S. Army Corps of Engineers. This model has
basic components for sub-basin runoff, channel and reservoir routing, and hydrograph
combining.
The large watersheds of Dentor~, Grapevine and Cottonwood Creek require division of the
sub-watershed because of the size and complexity of the physical system. A basin with
major tributaries and a diversity of topography and land use must be broken down into
smaller components to fit the constraints and assumptions in the model. Appendices 1
through 3 contain the watershed maps, land use maps, and soil maps for the studied areas.
The delineation of soil types is necessary since infiltration rates and other runoff response
characteristics of a basin vary with soil type and cover, a model may be enhanced by the
separation of areas with different soil and cover conditions.
Since the basin being analyzed is heavily developed it should be considered as an urbanized
watershed. The effects of urbanlzation are generally characterized by reduced precipitation
loss rates due to increased imperviousness and changes in runoff response. The HEC- 1 model
allows for an alternative method to the unit hydrograph approach to rainfall-runoff modeling
known as Kinematic Wave. The parameters of this method are developed from physical
characteristics of the basin, and equations of motion. These are used to simulate the
movement of water through the system. This method is particularly useful in urban studies
because the effects of urbanization can be accounted for by changing the measurable physical
parameters of slope, catchment length, surface roughness and so forth.
The Kinematic Wave Method is generally more applicable to the analysis of urban hydrology.
However, as basin area increases, the assumptions required for application becomes more
tenuous. Since Kinematic Wave Theory does not provide for attenuation of flood waves,
there is less potential for overestimating peak flows in a small urban basin with well-defined,
relatively steep, smooth channels and short travel times for the flood waves.
Coppert Master Drainage Ptan
Page 12
4.0 DENTON CREEK FLOODPLAIN
4.1 Denton Creek Floodplain Hydrology
Denton Creek encompasses a watershed area of 719 square miles which includes a 695 square
mile watershed for Lake Grapevine and Cottonwood Branch.
4.1.1 Denton Creek Gage Records
The most accurate method of determining runoff peaks and frequencies is to review a long
historical record of measured flows. It is important that the watershed development is
consistent over the period of record and that there have been no major structural changes to
the stream such as dams or channelization. Rarely is this the case in a rapidly developing
area such as Coppell. A USGS gage exists just upstream at State Highway 121 and Denton
Creek, records are available for USGS Gaglag Station 08055000 near Grapevine, Texas, from
1947 to the present, for 705 square miles of the watershed, including the regulated flows
from Lake Grapevine. Downstream of the study site, on the Elm Fork of the Trinity River
at Sandy Lake Road, records are available for USGS Gaging Station 08055500 near
Carrollton, Texas, from 1907 to the present, including the regulated flows of Lewisville Lake
and Lake Grapevine.
4.1.2. Denton Creek Regional Regression Equations
The USGS Water Resources Investigation' 82-18 Techniques for Estimating the Magnitude
and Frequency of Floods in the Dallas Fort Worth Metroplex Area, Texas dated May 1982
was investigated and results obtained. These results were considered as a comparison. In
order to develop conservative comparisons urbanization indexes were taken as maximum, this
probably overstates the peak discharge since it assumes 100 percent of the area in the
watershed is channelized, storm sewered, and curbed and guttered.
4.1.3. Denton Creek Synthetic Hydrographs
This model was completed. The sub-watershed downstream of Lake Grapevine has been
divided into seven subareas as shown. Soils of the sub-watershed are shown in the Dallas,
Denton and Tarrant County soils surveys (USDA 1980a, 1980b, 1981) to be principally in
hydrologic Group D with decreasing areas of land in Groups B, C, and A, meaning, in
general, that high to moderate rates of runoff can be expected. Land use of the fully
developed watershed will consist of extensive areas in light industrial, commercial, and
multi-family properties, as presently zoned, with smaller areas of parks and single family
residential land use. These characteristics combine to indicate SCS Curve Numbers ranging
from 82 to 92 in the subareas.
4.1.4. Denton Creek Results Comparison
A comparison is made between the peak discharge values for the gage records, U.S.G.S
Regression equations, HEC-1 hydrologic model for the fully developed watershed, and the
previous Flood Insurance Study. This comparison is shown in the table below:
Coppert Master Drainage Ptan
Page
Tnhle 4.1.4.
Comparison Between Peak Discharge Values
at the Gage Location Upstream of Highway 121
ULTIMATE ..............
Frequency Gage* USGS* 1 HEC- 1 FIS
CFS CFS CFS CFS
2 1000 4008 5835 N/A
5 2860 5978 N/A N/A
10 4880 N/A 10366 9400
25 8580 9107 N/A N/A
50 12300 10494 16525 13200
100 17100 11703 20211 14900
* Denton Creek Floodplain Study, May 1986, Anderson
Engineers, Inc.
* I USGS Urbanization Index--36, Area--8.95 square miles
A conservative approach is to use the HEC-1 model, which is the method used in this study.
The Carrollton gage was not considered in this study as a comparison for Denton Creek
discharges. This gage should be considered when investigating discharges for the Elm Fork
of the Trinity River since it controls flooding in this area.
4.2 Denton Creek Floodplain Hydraulics
4.2.1 Denton Creek Existing Conditions
The following table is a listing of the cross sections and the corresponding location or
information describing the cross section.
Table 4.2.1
Denton Creek
Cross Sections and Descriptions of Existing Hydraulic Model
CROSS
SECTION NOTATION
18440
19330
19930
22370
32200
32305
32305
32305
32725
32725
33145
33470
34260
36970
39440
START OF THE LEVEE DISTRICT
START OF THE PROPOSED CHANNEL IMPROVEMENTS
DANNENBAUM (D.E.C.) CROSS SECTION
START OF THE RELOCATED CHANNEL
DENTON TAP ROAD BRIDGES
DENTON CREEK UPSTREAM OF DENTON TAP ROAD BASED
ON BROCKETTE DAVIS AND DRAKE MODEL FOR MAGNOLIA
PARK MODIFIED FOR PARK AND FILL FOR MAGNOLIA PARK
MODIFIED FOR LINCOLN COPPELL FILL IN LEFT OVERBANK
AND FOR GRADING IN CITY PARK
MODIFIED FOR GRADING IN CITY PARK
MODIFIED FOR GRADING IN CITY PARK
MODIFIED FROM PARKS OF COPPELL TOPOGRAPHY
UPSTREAM OF PARKS OF COPPELL
UPSTREAM OF PARKS OF COPPELL
coppeLt F4aster Drainage PLan
Page 15
4.2.2 Denton Creek Maximum Developed Condition
It is possible to develop an almost infinite number of maximum development conditions. One
possible scheme is presented here. It is in no way presented as the only scheme, and it is not
intended to be presented as a suggested development scheme. The purpose is to provide a
parameter that will aid in the development of a comprehensive meter plan, and provide
information on the effects of such a plan on hydraulic conditions such as flood storage,
velocity, and flood levels.
The Maximum Developed Condition model for this scheme involved encroaching to the
floodway. Minimal channel work was assumed. This is reasonable because the Regional
Environmental Impact Statement and related Corps of Engineers approval process would
prevent excessive channelization and fill without flood storage compensation.
CoppeLL Naster Drainage Plan
Page 16
l' !r- T T
,J
Z
~m
! /
~/
...
/ w.
/ ~//
/ r~
p
..,: _'
-o
o
00
'~0o
FLOOD HYDROGRAPH PACKABE
ALL OPTIONS EXCEPT ECONOMICS
THE NUMBER OF PLANS IS REDUCED TO 3
MSDOS VERSION JANUARY 1988
RUN DATE 12-2G-1989 TIME 21:34:18.05
DEVELOPED BY COE-HEC
REVISED BY DODSON & ASSOCIATES INC
7015 W lIDWELL SUITE 107
HOUSTON TEXAS 77092
PHONE (713) 895-8322
X X XXXXXXX
X X X
X X X
XXXXXXX XXXX
X X
X X X
X XXXXXXX
XXXXX
X X
X
X
X
X X
XXXXX
XXXXX
XXX
XX
X
X
X
X
IXXXXX
12-26-1989
' LINE
LIST
FREE
1
2
3
4
5
6
FIX ~:~
7
8
9
10
-- 11
12
13
14
15
16
17
' 18
19
~: FREE
_ 20
21
22
23
24
25
21:34:18.49 HEC-I INPUT
ID ....... 1 .......2 .......3 .......4 .......5 .......6 .......7 .......B .......9 ......10
,~DIASRAM
ID
ID
]D
ID
IT
IN
JR
tO
DENTON CREEK, COPPELL, TEXAS
KINEMATIC WAVE-FULLY DEVELOPED WATERSHED-CHANNELIZED CONDITIONS
12-hr 2,10, 50, 100 & 500 YR STORM, DALLAS COUNTY, TX
DENTDN CREEK ( DNHECI ) 12/26/89
lO 010CT89 0 100
10 OlDCTB9
PREC
5
.417 ,655 .881 1. 1.294
KK DN09.GC
KM SUBAREA
P8 8.4
PC 0.000 0.01972
PC 0.283 0.31674
PC 0.692 0.74813
PC 1.565 1.71020
PC G.470 6.54434
PC 7.573 7.63521
PC 8.037 B.07348
PC 8.350 8.40000
BA 1,791
LS 0 98
UK 50 0,02
UK 300 0.02
RK 2000 0.02
RK GO00 O.O01G
AT NORTHWESTERN OF S.H. 121, SOUTH OF THWEAT ROAD
0.04784 0,07597 0.10409 0.13221 0,16033 0.18885 0.21870 0,24998
0.35225 0.38917 0.42749 0.46725 0,50840 0,55094 0.59494 0.64138
0.80856 0.87363 0.94355 1.02014 1.10730 1,20549 1.31438 1,43404
1.87804 2,05865 2.30489 2.67726 3.85417 5,51257 G.01232 6.27182
6.79601 5.92994 7.05268 7.IG4GG 7.2G591 7.35G15 7.43557 7.50702
7.69233 7.74463 7.79229 7.83668 7.87964 7.92121 7.96134 8.00007
B.10847 B.14246 B.17534 B.20714 B.23795 B.26762 B.29632 B.32393
0 0 73.61
0. I0 44.51
0.25 55.49
0.015 CIRC 3 0
0.045 TRAP 40 3
25 KK DNOg,GL
27 KH SUBAREA AT EAST OF GRAPEVINE LAKE, NORTH OF AREA DN09.BC
28 BA 1.087
29 LS 0 98 0 0 76.23
30 UK 50 0.025 0.10 10.14
31 UK 300 0.025 0.25 89.86
32 RK )200 0.025 0.015 CIRC 3 0
33 RK 8000 0.0083 0.045 TRAP 40 3
34
35
36
37
38
39
40
41
N8
KK COMBI
KM COMBINE SUBAREA DNO9.GC AND DNOg. GL
HC 2
KK RTOB.G
KN STORAGE ROUTING THROUGH SUBAREA DNO8. GC
RS t STOR -1
SV 0 191.53 320.28 423.92 1753.04
0 4000 7000 9400 35200
PAGE
12-26-1989
LINE
21:34:22.50 HEC-I INPUT
[D .......1 .......2 .......3 .......4 .......5 .......G .......7 .......B .......9 ......10
PAGE
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
BO
BI
62
63
KK DNOB.
KM
BA 1.593
LS 0
UK 50
UK 300
RK 1600
RK 5200
RK 4400
6C
SUBAREA AT SOUTH OF SPINKS ROAD, WESI DF GERAULI ROAD
98 0
0.031 0.10
0.031 0.25
0.031 0.015
0.0015 0.045
0.00!6 0.045
0
44.63
55.37
77.91
ClRC 3 0
TRAP 30 3
TRAP 50 3
KK CONB2
KM COMBINE DN08,GC AND ROUTED COMB1
HC 2
KK RTO8.2
KM STORAGE ROUTING THROUGH SUBAREA DNOB.2C
RS I STDR -1
SV 0 241.39 396.39 472.27 1329.46
SQ 0 5300 8000 9800 36200
NO
KK
KM
BA 1.277
LS 0
UK 50
UK 300
RK 1400
RK 5000
RK 2600
DNOB.2C
SUBAREA AT NDRIHWESIERN OF S.H. 121, EAST OF GERAULT ROAD
98 0
0,0214 0.10
0,0214 0.25
0.0214 0.015
0.01 0.045
0,00i6 0.045
0
71
29
76,09
CIRC
IRAP
IRAP
KK COMB3
KM COMBINE ROUTED COMB2 AND AREA DNOB,2C
HC 2
3
3O
70
NO
KK RTAO0,O
KM STORAGE ROUTING THROUGH SUBAREA AO0.OC
RS 1 STOR -1
SV 0 226.73 319.55 356,95 720.58
0 6600 9100 10200 36200
KK
KM
BA 1.459
LS 0
UK 5O
UK 300
RK 3000
RK 4600
AOI.SC
SUBAREA OF TRIBUTARY A AT WEST OF GERAULI ROAD, NORTH OF SPINKS ROAD, EA
96 0 0 78,43
0.0167 0.10 65
0.0167 0.25 35
0.0167 0.045 TRAP 10 3
O.Oi3G 0.045 TRAP 30 3
NO
12-2G-1989
LINE
21:34:25.9G HEC-I INPUT
ID ....... 1 .......2 .......3 .......4 .......5 .......G .......7 .......8 .......9 ......10
PAGE
84
85
BG
87
88
89
90
91
92
93
94
95
98
99
100
101
102
I03
104
105
lOG
107
108
109
110
111
112
113
114
115
119
120
121
122
123
124
125
KK
BA 1.747
LS 0
UK 50
UK 300
RK 2000
RK 8400
AO0.OC
SUBAREA Of TRIBUTARY A AT EAST OF GERAULT ROAD, NEST OF DUNCAN LANE
98 0 0 78.58
0.02 0.10 G3.03
0,02 0.25 3G.97
0.02 0,045 TRAP 10 3
0,0045 0.045 TRAP 40 3
KK COMB4
KM COMBINE TRIBUTARY A AND ROUTED COMB3
HC 2
YES
KK RTOG.5
KM STORAGE ROUTING THROUGH SUBAREA DNOG.5C
RS I STOR -1
SV 0 53Z.25 800.95 909.74 1921,42
SQ 0 9400 13200 14900 3G200
KK DNOG.SC
KM SUBAREA
BA 1.480
LS 0 98
UK 50 0.0157
UK 300 O.OIG7
RK 2400 O.OIG7
RK 4000 0,0125
RK 4800 O.O01G
AT NORTHWESTERN OF S.H. 121, SOUTH OF ROUND GROVE ROAD, EAST OF
0
0,10
0.25
0.015
0.045
0.045
0
72
28
75.24
CIRC 3
TRAP 10 3
TRAP 90 3
KK COMB5
KM COMBINE SUBAREA DNOG.5C AND ROUTED COMB4
HC 2
NO
KK RT05.2
KM STORAGE ROUTING THROUGH SOBAREA DN05.2C
RS 1 STOR -1
SV 0 lIB.08 202.35 283.84 G98
SQ 0 9400 ~3200 14900 36200
KK
KM
BA I,GG4
LS 0
UK 50
UK 300
RK 2000
RK 5000
RK 7200
DN05.2C
SUPAREA AT NEST OF DENTON TAP ROAD, EAST OF AREA DNOG,SC
98 0
0.025 0.10
0.025 0.25
0.025 0.015
0,01 0,045
O,O01G 0.045
0
G7.G
32.4
71.99
CIRC
TRAP
TRAP
3
I0
100
NO
12-2G-1989
LINE
21:34:28.98 HEC-1 INPUT
ID ....... t .......2 .......3 .......4 .......5 .......G .......7 .......8 .......9 ......10
PAGE
126
127
128
FIX ~
130
131
132
133
134
135
t36
137
138
139
140
141
142
143
144
145
14G
147
148
150
151
153
154
155
156
157
158
159
IG2
1~3
IG4
IG5
KM COMBINE SUBAREA DN05.2C AND ROUTED COMB5
HC 2
KK CNG.44A
KM HYDRaGRAPHS FROM
BA .512 '
LS 0 98 0
UK 50 .0145 .10
UK 300 .0145 .25
RK 50O .0095 .025
RK 1700 .0095 .015
RK 2000 ,0075 ,045
AREA CWG.44A
0
72
28
80
TRAP 30 0
CIRC 3
TRAP 20 3
KK CNG.44B
KM HYDROGRAPH FROM AREA CWG.44B
BA .54
LS 0 98 0 0 80
UK 50 .0244 .10 72
UK 300 .0244 .25 28
RK 500 ,0194 .025 TRAP
RK 1500 .0194 .015 CIRC
RK 2500 .OOG .045 TRAP
KK
KM
HC
CBI
30
3
20
COMBINE HYDROGRAPHS AT RIVER MILE G.44
AT MINERS CHAPEL R0AD (GRAPEVINE)
2
KK
KM
BA .421
LS O 98
UK 50 .0129 .10
UK 300 .0129 .25
RK 500 .0079 ,025
RK 2500 .0079 .015
RK 4800 .0038 .045
CW5.53L
HYDROGRAPH FROM AREA CWS.53L COMBINED WITH UPSTREAM AREAS
0
72
28
BO
TRAP
CIRC
TRAP
30
3
25
YES
KK CWS.53R
KM HYDROGRAPH FROM AREA CW5.53R
BA .4GG
LS 0 98 0 0 BO
UK 50 .0091 .I0 72
UK 300 .0091 .25 28
RK 500 .0041 .025 TRAP
RK 1300 .0041 .015 CIRC
RK 4800 .0038 ,045 TRAP
30
3
25
NO
12-26-1989
LINE
21:34:32.17 HEC-I INPUT
iD .......1 .......2 .......3 .......4 .......5 .......6 .......7 .......B .......9 ......10
PAGE
170
171
172
_ 173
174
175
' 176
177
-- 178
179
180
181
182
183
184
185
186
187
188
189
131
192
193
194
195
t97
200
201
202
203
204
205
206
207
208
209
I68 KK
169 K~
HC
CB2
COMBINE HYDROGRAPHS AT RIVER MILE 5.53
DOWNSTREAM OF DALLAS ROAD (GRAPEVINE)
2
KK RT4.95
KM ROUTE FROM SECTION 34640 TO SECTION 32250
RS I STOR -1
SV O 98.7 145,1 171.3 238 250.1
S~ 0 4050 5500 6200 7800 BlO0
KK
KM
BA .8L9
LS 0
UK 50
UK 300
RK 500
RK 3700
RK 3200
C~4.95M
HYDROGRAPH FROM AREA CW4,95M
DOWNSTREAM OF THE ST LOUIS SOUIHWESTERN RAILROAD (GRAPEVINE)
98 0
.0138 .10
.0138 .25
.0088 ,025
,OOBB .015
,0047 .045
0
72
26
BO
TRAP 30
CIRC 3
TRAP 30
KK CB3
KM COMBINE HYDROGRAPHS AT RIVER MILE 4.95
HC 2
KK RT4.05
KM ROUTE FROM SECTION 32200 lO SECTION 27600
RS I STOR -1
SV 0 83,1 148.9 223,4 320,5 359.3
SO 0 4050 5500 6200 7800 9100
KK
KM
BA ,557
LS 0
UK 50
UK 300
RK 500
RK 2200
RK 4000
CW4.05M
HYDROGRAPH FROM AREA CW4.05L
DOWNSTREAM OF INTERNATIONAL PARKWAY (GRAPEVINE)
98 0
.0159 .10
,0159 ,25
,Or09 .025
.0109 ,015
.0045 .045
0
72
26
KK CB4
KM COMBINE AT RIVER MILE 4.05
HC 2
79
TRAP 30
CIRC 3
TRAP 35
KK RT3.03
KM ROUTE THE COMBINED HYDROGRAPH FROM SECTION 26880 TO SECTION 20000
RS t STOR -I
SV 0 12G.5 IGB, 9 IBG.4 229,8 309.0
SQ 0 3600 5100 5700 7300 10400
T T 'm 'mm I
12-2G-1989
LINE
21:34:35,41 HEC-1 INPUT
[D ....... I .......2 .......3 .......4 .......5 .......G .......7 .......B .......9 ......10
PAGE
210
211
212
213
214
215
21G
217
218
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
248
250
251
252
253
KK CW3,03R
KM HYDROGRAPH FROM AREA CW3,03R
~ (COPPELL AND GRAPEVINE)
BA .234
LS 0 98
UK 51) ,015
UK 300 .015
RE 50) .010
RK 1200 .Off
RK 4800 ,OOG3
KK CW3.
KM
-t
BA .534
I.S 0
UK 50
UK 300
RK 500
RK 1500
RK 5400
KK
HC
0 0 75.47
.10 72
,25 2B
.025 TRAP
,015 CIRC
,045 [RAP
30
3
40
03L
HYDROGRAPH FROM AREA CN3.03L
(COPPELL AND GRAPEVVVINE)
98 0
.016 ,10
.01~ ,25
.011 .025
.011 .015
,0063 .045
0
72
28
77,34
TRAP 30
CIRC 3
TRAP 40
CO5
COMBINE HYOROGRAPHS AT RIVER MILE 3,03
UPSTREAM OF PROPOSEIO ROYAL LANE (COPPELL)
3
KK RT1,82
KM ROUTE FROM SECTION 19787 10 .SECTION 12540
RS I STOR -1
SV 0 78,9 107.5 116.5 139.2 199.8
SQ 0 3GO0 5100 5700 7300 11700
KK CW1,82R
KM HYOROGRAPH FROM AREA CWI,82R
BA ,170
LS 0 98 0
UK 50 ,028G ,10
UK 300 .0286 ,25
'RK 300 ,023G ,025
RK 200 .0236 ,015
RK 5400 .OOG5 ,045
0
72
28
71.14
TRAP
CIRC
TRAP
30
3
55
CNl.82L
HYI}RDGRAPH FROM AREA CN1,82L
98 0
.010 ,10
.010 .25
,005 .025
.005 .015
.OOG5 .045
N
0
/G.2G
23.74
75.93
TRAP
CIRC
TRAP
3O
3
55
3
12-26-1989
LINE
21:34:38.70 HEC-1 INPUT
ID .......I .......2 .......3 .......4 .......5 .......6 .......7 .......B .......9 ......10
PAGE
256
254 KK
255 KM
HC
257
258
259
260
261
262
263
264
265
266
267
268
269
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288
289
290
291
292
293
294
235
296
CBG
COMBINE HYDROGRAPHS AT RIVER MILE 1.82
UPSTREAM OF PROPOSED FREEPORT PARKWAY
3
KK RTI.32
KM ROUTE FROM SECTION 12540 TO SECTION BOO0
RS I STOR -1
SV 0 73.3 I05,3 117.7 139.9 183.6
SQ 0 4500 6400 7300 9400 12100
KK
KM
BA ,438
LS 0
UK 50
UK 300
RK 500
RK 1000
RK 4000
CW1.32L
HYDRDGRAPH FROM AREA CWI.32L COMBINED WITH UPSTREAM AREAS
98 0
.020 .10
.020 .25
,015 .025
.015 .015
.005 .045
0
67.4
32.G
KK C~)1,32R
K~ HYDROGRAPH FROM AREA CWI.32R
~A .257
LS 0 38 0
UK 50 .0207 .I0
UK 300 ,0207 .25
RK 500 .0157 .025
RK 700 .0157 .015
RK 4000 .005 ,045
KK
KM
HC
68.56
TRAP 30
CIRC 3
TRAP 55
KK
KM
BA
LS
UK
UK
RK
RK
RK
IF"
0
56.2
43.8
70.75
TRAP
CIRC
TRAP
30
3
55
ND
CB7
COMBINE HYORDGRAPHS AT RIVER MILE 1.32
DOWNSTREAM OF SANDY LAKE ROAD
3
KK RTO.4G
KM ROUTE FROM SECTION BOO0 TO SECTION 3315
RS I STOR -1
SV 0 130.4 201.4 225.0 393.5 357.4
S~ 0 4500 6500 7300 9400 12800
CWO.4GL
HYDROGRAPH FROM AREA CWO.4GL
,322
0 98 0
50 .010 .10
300 .010 ,25
400 .005 .025
300 .005 .015
4800 .0021 .045
0
52.8
47.2
62.43
lRAP 30
CIRC 3
lRAP 85
12-2G-1989
LINE
21:34:42.00 HEC-I INPUT
i0 .......~ .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10
PAGE
291
298
299
300
301
302
303
304
305
306
307
308
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
~::~* tREE ***
329
330
331
332
333
334
335
336
337
338
KK CWO.4GR
KM HYDROGRAPH FROM AREA CWO.4GR
BA .578
LS
UK 50
UK 300
RK 500
RK 2700
RK 4800
KK
KM
HC
98 O0
.0143 .10
.0143 .25
.0093 .025
.0093 .015
.0021 .045
CB8
0
58.1
41,9
65.4
TRAP 30
CIRC 3
TRAP 85
COMBINE HYDROGRAPHS AT RIVER MILE 0.46
UPSTREAM OF DENTON TAP ROAD
3
3 NO
KK RTO.O0
KM ROUTE FROM SECTION 3315 TD THE CONFLUNCE WITH DENTON CREEK
RS 1 STOR -1
SV 0 125,4 190.4 210.0 340.4
SQ 0 4500 GSOO 7300 12800
KK
KM
BA .53G
LS 0 98 0
UK 50 .0173 .10
UK 300 .0173 .25
RK 500 .0123 .025
RK 3000 .0123 .015
RK IeOO ,0021 .045
KK
KM
HC
CWO.OOO
HYDROGRAPH FROM AREA CWO,O00
DOWNSTREAM OF DENTON TAP ROAD
0
40.40
59,G0
68,94
· TRAP 30
CIRC 3
TRAP 100
CO9
COMBINE HYDROGRAPHS AT RIVER MILE 0.00 AT THE CONFLEUNCE
2
KK COMB7
KM COMBINE COMBG AND COTONWOOD BRANCH
HC 2
KK RT03.B
KM STORAGE ROUTING THROUGH SUBAREA DN03.8C
RS I STDR -I
SV 0 338.72 443.08 507.77 1171.69
SQ 0 12800 18200 20GO0 36200
KK DN03.8C
KM SUBAREA AT EAST OF DENTON lAP ROAD, NORTH OF SANDY LAKE ROAD
BA 1.597
LS 0 98 0 0 73.82
UK 50 0.025 0.10 45.7G
12-26-1989 21:34:45.73 HEC-I INPUT
LINE
341
342
343
344
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
3GO
3GI
363
364
355
368
369
370
371
372
373
374
875
376 .
377
RK GO00 O.001G 0.045 TRAP 120 3 NO
KK COMB8
KM COMBINE SUBAREA DN03.GC AND ROUTED COMB7
HC 2
KK RT02.7
KM STORAGE ROUTING THROUGH SUBAREA DN02.TC
RS 1 STOR -I
SV 0 599.G2 G52.15 683.49 851.15
SO 0 12800 18200 20GO0 3G200
KK
KM
BA 0.888
LS 0
UK 50
UK 300
RK 4000
RK GGO0
DN02.7C
SUBAREA AT SOUTH OF H.W. 35E, NORTHEASTERN OF AREA DNO3.BC
98 0 0 72.25
0.021 0.10 54.61
0.021 0.25 45.39
0.021 0.045 TRAP 10 3
O.OOlG 0.045 TRAP 140 3
NO
KK COMB9
KM COMBINE SUBAREA DN02.TC AND ROUTED COMBB
HC 2
KK RTO0.O
KM STORAGE ROUTING THROUGH SUBAREA DNOO. OC
RS 1 STOR -I
SV 0 1~22.05 2518.34 2GGG. 12 4222.4G
SO 0 15800 27100 33900 59500
KK
KM
BA 2.152
LS 0
UK 50
UK 300
RK 5000
RK 18000
DNO0.OC
SUBAREA AT EAST OF DE FOREST ROAD, MOUTH OF DENTON CREEK WATERSHED
98 0 O 73,2G
0.007 O, iO 45,83
0.007 0.25 54.17
0.007 0.045 TRAP 10 3
O,OOIG 0.045 TRAP 150 3
NO
KK
},'.M
HC
ZZ
COMBlO
COMBINE SUBAREA DNO0.OC AND ROUTED COMB9
2
PAGE
;NPUT
LINE
SCHEMATIC DIAGRAM OF STREAM NETWORK
(V) ROUTING
(.) CONNECTOR
DN09.
(--->) DIVERSION OR PUMP FLOW
((---~ RETURN OF DIVERTED OR PUMPED FLOW
2G
3~
37
42
51
54
59
68
71
· DNOg. GL
COMBI ............
V
V
RT08.6
. DNO8, GC
COMB2 ............
V
V
RTO8.2
DN08.2C
COMB3 ............
V
V
RTAO0.O
7G
84
10 O
112
!17
AOI.gC
V
V
AO0.OC ~c~
COMB4 ............
V
V
RTO6.5
DNO6.5C
COMB5 ............
V
V
RTOB.2
m
DN05.2C
T
129
!38
' N7
-- 150
159
168
171
176
185
21)2
205
210
219
228
236
245
-- 254
257
COMBB ............
CW6.4
. CWG.44
CBi ............
V
V
CW5.53
. CW5.53
CB2 ............
V
V
RT4.95
. CW4.95
CB3 ............
V
V
Rl4.05
. CW4.05
e
CB4 ............
v
V
RT3.03
CW3.O3
CW3.03
CB5 ........................
V
RTl.82
CWI,82
· CWI.82
CB5 ........................
V
RTI.32
2G2
271
283
288
297
306
309
314
323
CB7
V
RTO.4G
L:NI. 3Z
. CWI.32
V
CW0.46
CWO.4G
CB8 ........................
V
V
RTO. O0
. CWO.O0
CB9 ............
2G COMB7 ............
V
V
329 RT03.8
334 . DN03.8C
342 COM88 ............
V
V
345 RT02,7
35 ~ DN02.7C
358 [:DMB9 ............
V
V
361 RTO0.O
366 DNO0. OC
374 COMBIO ............
(~:~) RUNOFF ALSO COMPUTED AI THIS LOCATION
l' !r T
FLOOD HYDROGRAPH PACKAGE HE(-I (MSOOS VERSION) - JANUARY 1988
OOOSON AND ASSUCIATES, INC. 7015 W TIDWE[[, HOUSTON lEXAS 77092, PHONE (713)895-8322
8 IO
IT
JR
DENTON CREEK, COPPELL, TEXAS
KINEMATIC WAVE-FULLY DEVELOPED WATERSHED-CHANNELIZED CONDITIONS
12-hr 2,10, 50, 100 & 500 YR STORM, DALLAS COUNTY, TX
DENTON CREEK ( ONHEC1 ) 12/2G/89
OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL O. HYDROORAPH PLOT SCALE
HYDROGRAPH TIME DATA
NNIN 10 MINUTES 1N COMPUTATION INTERVAL
iOATE 10C189 STARTING DATE
ITIME 0000 STARTING TIME
NO 100 NUMBER OF HYDROGRAPH ORDINATES
NODATE 10CT89 ENDING DATE
NOTICE IG3(, ENDING TIME
COMPU!ATION INTERVAL .17 HOURS
TOTAL TIME BASE IG.50 HOURS
ENGLISH UNITS
MULTI-PLAN OPTION
NPLAN
NUMBER OF PLANS
MULTI-RATIO OPTION
RATIOS DF PRECIPITATION
.42
.88 1.00
1.29
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
TIME TO PEAK IN H0URS
OPERATION
RATIOS APPLIED TO PRECIPITATION
STATION AREA PLAN RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO 5
.42 .65 .88 1.00 1.29
' HYDROGRAPH AT ON09.
_ HYDROGRAPH AT DNOg. GL
2 COMBINED AT COMB1
ROUTEO TO RT08.G
HYDROGRAPH AT DNO8.GC
COMBINED AT COMB2
ROUTED TO RT08.2
HYDROGRAPH AT ON08.2C
' 2 COMBINED AT COMB8
-- ROUTED TO RTAO0,O
HYDROGRAPH AT AOI.9C
HYDROGRAPH AT AO0,OC
1.79 1 FLOW 1955. 4590. 6557. 7941. 10224.
TIME 6.33 6.33 G.33 E.33 6.33
1.09 i FLOW 764. 1994. 3361. 4161. 6436.
TI~E 6.50 6.33 6.33 6.33 6,17
2.88 I FLOW 2700. 6584. 9918. 12101. 15174.
TIME 6.50 6.33 6.33 6.33 6.17
2.88
1.59
4.47
4.47
1.28
5.75
5.75
1.46
3,21
2 COMBINED AT COMB4 8.95
~"qTED TO RTO6.5 8,95
nYDROGRAPH AT ONOG.SC
1.48
2 COMBINED AT COMB5 10.43
FLOW 1463. 3040. 4577. 5726. 8039.
TI~E 6.67 5.57 G,50 G.50 G.50
FLOW 1933. 3797. 6377. 7191. 9454.
TIME G.50 G.33 L33 6.33 5.33
1 FLOW 3166. 5796. 9885. 11721. 16387.
TI~E 6.50 6.33 6.33 6.33 G.33
FLOW 1929. 3647. 5501. 6434. 8971.
TImE 7.00 7.00 6.83 6.83 G.B3
1 FLOW 2252. 4036. 6026. 6886. 8681.
TIME 6.33 5.33 G.33 G.33 G.33
FLOW 2994, .5761, 9182, 10837, 14724,
TIME 6.33 6.33 6,33 6.33 G,33
I FLOW 2305, 4217, 5242. 7268. )0007,
TIME 7,00 7.00 7.00 7.00 7.00
FLOW 2539. 4632. 6436. 7705, 10086.
TIME 6.33 6.33 6.33 6.33 6.33
1 FLOW 4046, 7765, 12514, 15397. 20022,
TIME 6,50 6.33 6,33 6.33 6,33
1 FLOW 5835. 10366, 16525, 20211, 26917,
TiME 6.50 6,50 6,33 6.33 6,33
I FLOW 3570, 6281, 9182, 10508, 13669,
7,00 7,00 6,83 6,83 6,83
FLOW 2319, 4326, GIGG. 7750, 10390,
TIME G,33 G,33 G,33 B,33 5,33
I FLOW 4500. 7972. tI9G9. t4409. 19322.
TIME 6.50 G.50 6.50 G.33 G.33
COHBINEO AT COMB6
HYDROGRAPH AT CWB. 4
HYOROGRAPH AT CWG.44
· "' COMBINED AT CBI
' HYDROGRAPH AT CW5.53
-- HYDROGRAPH AT CW5,53
2 COMBINED AT CB2
ROUTED TO RT4.95
HYDROGRAPH AT CW4.95
COMBINEO AT CB3
ROUTEO TO RT4.05
HYDROGRAPH AT CW4.05
2 COMBINED AT CB4
1.65
!2.10
.51
1.05
1.47
.47
1.94
1.94
.82
2.76
2.76
.56
3.31
ROUTED TO RT3.03 3.31
HYDROGRAPH AT CW3.03
HYDROGRAPH AT CW3.03
3 COMBINED AT CB5
.29
.53
4.14
'TED TO RT!,82 4,14 1
HYDROGRAPH AT CW1.82
ivlIDgG~:AP 4 AT f.:W 1,82
.70
1
1
FLOW
TIME
FLOW
TIME
FLOW
lIME
FLOW
TIME
FL0W
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
lIME
FLOW
TIME
FLOW
1972.
6.50
5645.
6.50
998.
G,33
1065.
6.33
2063,
6.33
2171.
6.50
798.
6.33
2822,
G.50
2122.
G.G7
1523.
6,33
2980,
6.50
2494.
6.67
1006.
6.33
2878.
6.50
2348.
7.00
496,
6.33
965.
6,33
2672.
6.50
2531,
7,17
225,
6.33
1220.
6.33
3477.
G.33
10168.
G.50
1740,
6.33
IBG9.
6.33
3609,
6.33
4027.
6.33
1418.
6,33
5444.
6.33
3G05,
6.50
2697.
6.33
5218,
6.33
4220.
6,67
1799.
5.33
5087.
6.50
4069.
7,00
901.
6.33
1725.
6.33
4600.
6,33
4370.
7.00
422,
6.33
2144.
G.33
5699.
G.33
14753.
6.5O
2381.
6.33
2597.
6.33
4978.
G.33
5856.
6.33
2056.
6.33
7912,
6.33
4970.
6.50
3720.
6.33
7545.
6,33
5321.
G,G7
2506.
G.33
6614.
G,33
5418.
7,00
1277,
6.33
2397.
G.33
6609.
6,3:~
5966.
7.00
656.
6,33
3099.
6.33
6906.
6.33
16681.
6.50
2720.
G.33
2972.
6.33
5692.
6.33
6832.
6.33
2362.
6.33
9194,
6,33
5GGO.
G.50
4267.
6.33
8707,
6i33
5754.
6.83
2994.
6.33
7485.
6.33
5956.
'7.00
1569.
6.33
2864.
6.33
7939,
6.33
6559.
7,00
782.
G.33
3564.
6.33
9654.
6,33
21636.
6.33
3655.
6.33
3696.
6.33
7351.
6.33
9719.
6.33
3126,
6.33
12845.
6,33
7328.
6.50
5848,
6.33
i1787,
6,33
6877.
6.83
3994.
6.33
9534.
6.33
7230.
7.00
2087,
6.33
3793.
6.33
10953,
6.33
8930.
6.50
1056.
6,33
4720.
6,33
|2ql~
~OS~AO!4 Al CW1.32 .~4 !
itYDROGRAPH AT CWI.32 .26 1
3 COHBINED AT CB7 5,70
RO:JTEB TQ R[O..16 5,70 I
rLnW
Ti~E
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
iiYDROGRAPH AT CWO,4G "" I FLOW
TIME
--HYDRO6RAF'H AT CW0,46 ,58 I FLOW
TIME
2827.
G,83
693.
6.33
347.
G,33
3239.
6,50
2905.
7,33
242,
6.50
578.
6.50
4881.
6.83
1259.
6.33
695.
G.33
5G50.
6,50
4915.
7.33
514.
G,50
1189.
6,33
3 COHBiNED AT CB8 G,6i I FLOW 3150, 5354.
TiME 7.17 7.17
FLOW
TIME
FL0W
lIME
l FLOW
TIME
I FLOW
TiME
~LOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
ROOTED TO RTO.00 G.Gl
HYDROGRAPH AT CWO.O0 .54
CO~IBINED AT CB9 7.14
2 COMBINED AT COMB7 19.24
ROUTED TO RT03,8 19.24
HYDROGiAPH AT DN03,OC l.GO 1
-- 2 COMBINED AT COMBB 20.84 I
ROUTED TO RT02.7 20.84 I
HYD~OGRAPH AT DN02.7C .89
FLOW
TIME
FLOW
TIME
3038.
7.50
564.
G.33
3128.
7.50
7972.
G.G7
7462.
7.33
1515.
6.50
7870,
7.33
7256.
8.00
698.
6.50
7432.
B.O0
6078,
9. t7
734,
7.17
6427.
9.00
2 COMBINED AT COMB9 21.72 1
'TED :0 RTO0.O 21.72 1
nYD~OrjRAPH AT DNO0,!)C 2.15
2 ,:P_MBINED AT [:OMBIO 23,88 i
FLOW
TIME
FLOW
TIME
51GO.
7,50
1195.
6.33
5314.
7.50
14068.
G.G7
12963.
7.33
3209.
G.33
13730.
7,17
12585.
8.00
1569.
G.50
12847.
B.O0
10570.
9.17
1602.
B,B3
LING.
9.00
6984.
G.67
1934.
6.33
lOIG,
G,33
7745,
G.G7
6897.
7.17
893.
G,50
2084.
6,33
7607.
G.50
7181.
7.50
1889.
G,33
7389,
7.50
20453.
G.50
18746,
7.17
5443.
G,33
19957,
G.83
19601.
7.33
2286,
6,33
20244.
7.17
15039.
8,67
2865.
G.G7
15961.
8.50
8327.
6.67
2226.
G,33
1249,
6.33
9349.
G,50
1635.
7.17
1087,
6.33
2455.
B.33
8842.
G.50
8087.
7,33
2212.
6.33
8349.
7,33
23319.
6.50
21214.
7.17
6577.
G.33
22468.
6.83
22302.
7.17
2903.
6.33
23083.
7.17
8052,
B.G7
3647.
G.50
19096.
8,50
i1241.
G.G7
2993.
6 ~'~
1575.
G.33
12931.
6.50
9462.
7.17
1768.
6.33
3410,
6,33
11382.
G.33
10119.
7.33
3063.
6.33
10473.
7.17
30374.
6.33
26483.
7.33
8720.
6.33
27722,
7.17
27682.
7,33
4402.
6.33
28525.
7.17
24238.
8.67
5885.
B.50
25414.
8,67
MICHAEL BAKER, JR., INC.
3601 Eisenhower Avenue, Suite 600
Alexandria, Virginia 22304
(703) 960-8800
Morrison Hydrology/Engineering, Inc.
210 Arnold
Arlington, Texas 76010
ATTENTION: Mr. Ronald W. Morrison, P.E.
DATE: June 30, 1995
REQUEST IDENTIFICATION NUMBER: B9506105
RE: Request for Flood Insurance Study (FIS) technical
backup data for the City of Coppell, Texas
THE INFORMATION DESCRIBED BELOW IS ENCLOSED AND IS BEING SENT TO YOU IN THE FOLLOWING MANNER:
[] BY MAIL [] BY HAND [] BY MESSENGER [] BY FEDERAL EXPRESS
1551-7185-5
COPIES NUMBER DESCRIPTIONS
1 7 Hydraulic models for Denton Creek and Cottonwood Branch
THE INFORMATION IS BEING TRANSMITTED FOR THE REASONS CHECKED BELOW:
[] FOR APPROVAL [] AS REQUESTED BY You
[] I-'OR REVIEW [] AS APPROVED BY Mr. Alan A. Johnson. FFMA HQ
[] FOR YOUR USE [] Please return to us after using
REMARKS: If you have any questions regarding this transmittal, or if we can be of further assistance, please contact
me at (703) 317-6200.
IF THE ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE.
Library Ma~~y
¢c: Mr. Alan A. Johnson, FEMA HQ
,-::c~ ~-A.2; .-7 --
X X XXXXXXX XXXXX
X' X X X X
X X X X
XXXXXxX XiXI X XXXXX
X X X X
X X X X X
X X XXXXXXX XXXXX
U.S. ~M'i CgRP~ OF E~i~EERS
hY~POLSGiC ENGINEERING
50~ EEC~ND STREET, SUi?E
DAVIS, CALIFORNIA 95~1~-4687
(?l~) 7~-110~
ttlint!lttlttltltSttltlt,|tttlttltJtH
THiS RUN EXECUTE~'hi58:~B
DENTON CREEK - EXISTING"- (K-H: F.I.S. encroachmenL eodeZ)
DENTON CREEK - 100 YR DiSCHARSE PROFILE FIS
DENTON CREEK, TEXAS FILE: 89123N4F.DAT
[CHECK INO NINV IDIR STRT METRIC HVINS
0 4 0 0 0 0 0
NPRDF
IPLOT PRFVS ?, 'R XSECV ..... :R XSECH FN ALLDC
~,,.::, -,: ,,:;
.... "'- o "':' .-4 :: 27i~. ......z' :. ! ': =: >i.:i :~:
?ARIABLE CODES FOR SUMMARY PRINTOUT
.-~, t 45 50
!!0
IBW
LPRNT
-i(:,
NU~SEC
!IttlIIIREOUESTED SECTION NUMBERSJIIIlIIlt
~ ?3690 20-'_-(';<: 296rj0 :C $0(? 2-C_AC'.O 20600
,:'T'T .C'~.~ ,(!3~ .!
2~. 2742, :.! ?,: Z4~q,
2DS:,~ 4~ 24~5.2 27-12.67 7{,0 .':'~-C' 700
429.~ IC9¢ 451.1 II00 450.6 1200 45!.3
451 15CiO 451.4 1600 451.6 1700 451.5
:5~.!3 2-.!',-'~.2 475.AT. 2570
4'~,a p 2;a~.&7 4~'~ ~ 2780 ~';~.'::
457,8 .':.'.249 457.8 3!!5 -.57.8 B:?5 457.2
4'.'6 ,? T.~80 qS.O 3825 L5.S.4 ~05 459.7
457 ~290 456.5 4300 4~5.! 4400 454.9
25770
469,5
451
20600
2743.
20600
800 450,4
1300 450.8
1800 452,7
2800 455
2630 454.40
3020 45~.B
540 455.9
4000 ~57.7
4500 453.8
~00
1400
1900
2400 :
2670
3620
4100 ;'
46od
453.1 2000 453.4 2!00 454,2 2200 454.3 2300 455 ' :': 240(x1i,
- :' ' 455.33 2495.2 436,73 2570 436.73 2650 434.6 26~0 4:~4,60
;: 456.0 2780 456.8 2845 456.8 ' 3060 457.6 :, 3210'.' , ..',,1457.8, ~::,~'~
24'~a 41,60. 2. I 7. ! 2405 2780 0 "'
47 24.;5.2 2780 249 240 2~0 :>::~,L:::.' 0' ~':'
500 4~0,5 600 45=,.6 700 452.~ 800 450.4 --: 9 O ""!"?~'!":¢"" ':
~eoo 45!, ~ :leo 450.6 1200 4si .3 1300 450,8
1500 451,4 I.AO0 451.6 1700 451.5 IBO0 452.7,. ,'~:.'i:~' ~.. 1900.'~%9!~!
i..~.,,
F:nGE
8 21300
5
_ }200 -
2619.
ZSBIO 42
: 451.7 !)gO
~ 452.8 1500
:' 455.3 2000
-- ,~ 455.9 2500
~ 456.91 2818.65
' 456.5 3062
~ 452. 5500
~ 461.9 5100
21300 21500 21300 21300 21100 21300
2619.59 .055 2~18.~5 .!755 2900 .0:~
5200.
26!~. 58
451.5
452.8
454.2
'457.6
457.8
452
452
465
2.1 7.1 2!19.
~!00 !:)~0 %9 iO!C
!I00 45!.2 1200 450.9
1600 152.4 1700 453.2
2100 454.4 2200 455.3
2600. 457.35 2619.58 436.74
2900 451.6 3000 448.7
3100 454 3200 452
5650 452. 3920 456,5
5200
21300
!!O') .055
Be3 4~2.~ 900
!500 451.! 1409
1800 453.! , 1900
2300 456 2400
2702 4~6.74 ~)738
3005 436.3 ':~ "3027
3230 452 3290
4000 460 4250
5 .055
~100
2417.
28080 ~'., 40:
466 1019
460.t 1400
455.6 ISO0
455.4 2~00
'!57,61 2609.7
~15.~ 290?
~6 T180
a~2 x~20
2416.98 .035 2609.7 .055 2700 .035 2941 ,055
459.9 1500 459.2
453.1 1900 453.5
455.B 2400 45~.94
457.? 2700
458.4 2941 ~56,2
45t 5400 ~52
452 3900
2!19.0 .'755 272!.0
7.1 2417.
'.'... 1000 :~00
1200
1600 458
2000 455.5
2416,98 437.18
2800 453.1
296~ 458.~
~500 4~2
4150 460,7
~ ~,v.,, 21300 21300
:~!7. 5aO0. Z.1 7.!
25S70 T5 25i9 28!0 6!0 90C 610
':' lvO ~00 460 t495 4% !S~5 4~
: 454 2090 4N.B 2070 4~3.2 2!00 457
:. 457 25!9 4:7.5 2397 4U.5 2420 437.5
_: 457.2 252!.8 454.7 2580 437.6 2600 436.3
: 459,3 275C a~ 3 9~f~ l~,;') ZliO 456
: ~56 4~50 ~(i ~80 4~!,4 q950 467.~
'~! 47~ ~400
1659... 457.I 1700
2i00 456.3 2200
· ··2492 4U.18 2528
28~8 455.2 2865
5000 4~7.4 3100
~620 452 5680
5000 464.9 5100
"'6', 21500
,04~ 2750 .055
1790 454 !930
2140 457 2190
2443 457 2521
'~6~0 451.5 2670
~:)90 454 3200
4620 454 4680
50!0 469.4 5210
--- 5 ,055
5100
.1 ,5
2,-'350.73 .055 2253 .(155 2296 .0~5 2440 .055
2055. 5100. 2,1 7.1 2055. 3270.
29610 56 2060.73 2470 650 800 650
aTO 520 468.5 600 466.8 700 464.6 800 46!.H VO0
462.2 1000 460.5 !!00 457.5 1200 456,5 1500 455.6 ' 1400
454.7 1500 455.5 1600 456 1700 454.7 IBO0 454.B 1900 ,.
': ' 45~ I 2000 435 65 2060 73 4U.83 2132 437.83 2168 459.15 :.:;",~;223~::.,...~
< iio ' 229, ;3i.4 2i,6: i37.6 2389 458.6 2440 :
,: 4.... 449.,-.,,....,m0.,...0.
PAGE
: 450 X40 460
5 .955 3445.18
z~
7(:57!3 =~ 3445,18
': 470.2 153C' 468.2
~ 46!,8 2100 458,5
:' 456.5 2600 456.2
;, 45&,1 5100 ~. c:456.1
· : 458.23 5522 4.~8.23
= 459.8 ~778 4~.~
~ 455.5 ~24 45%2
~ 4~0,1 MOO 45~,~
=: ~59.1 5800 459,6
-- ~= 460.1 6300 4&0.4
> 464.1 .... 6800 ......
5~87, 7100.
~!230 71 3~87,03
~H.9 ~, ---'
' 462.~ ID0
= ~59.& 2!00 459
--: ~57.9 ~213 457.9
:. 438.55 5~08 4~196
:
~5 a]B~ 454,8
~60,Z =,.,r.
: a60,4 al,)O 4e0,
: 470 7!00
32!0 464 ]240 465.3
.035 7542.~9 .'}5 3756
2.I 7.1 3445.
4020 90C ;)0 :90
!700 466.8 ID0 465.4
2200 458.2 2300 457.5
2700 456,3 2800 455.6
.! 3200. 456,6 3300 457.3
3558 459.33 3642.39 459.5
3812 456.7 5850 458,2
3940 460 3950 460
4480 460 4609 460.2
5500 459,B 5517 459,1
5900 459.9 6000 459.9
6400 46~ 6500
4500.
4900 467 3000 ......
.0~5 3850 ,055
1900 463,6 2000
2400 . 457.6 ,, ......2500 , ......
3400 457;~3: :~';:~ ~?iB~;~¥
3870 451.4 - 3884
4020 450 · ::'41~1: :'::"= -
5200 460.1 <.5300:'::',:-,j:
5600 459. i' ,: 'i: ':"; ~700:.t
6100 45~.7 . ~:::': 62~'~!;:,~~'~?''; ' ;:': .'
1400
1770 "
2000
]154
3661 -,
3869
4236
4500
5000
5900
6000
2.1 7.1
3837 620 700 620'
1100 463 1200 463 1300 463.2
!600 462.6 !700 462.4 1755 462.3
!S19 462.1 19~4 461.S 1900 460.1
2200 459,4 2272 4~8.4 2800 457.9
3254 458,4 ~OO 459,79 3387,03 438,55"
5582,58 456 3514 438.6 3646 438.1
3708 ~Sr 7S90 450.8 5837 460.3
e,>JO 45=.i 4!90 4~B 4200 457.5
4275 as~.! ~T'?O 455.4 4400 456.9
~7':,'3' 4~9.8 ~8C:':' :59.8 4900 460.2
5200 46! 5TSO 460.! 5400 460.3
~qr, "fi ~="~ 460 5900 460.8
62':;0 460.6 6500 460.8 6400 461.~
6700 464,4 6800 465.6 6900 467.6
462.2 6600 462.9: '67~0/~r:<~':'!:~,
5387, ~..' 4560, :. , ..
3Ca0. ~180.
~2!50 40 3400
: 470 !:'¢0 461
4~7 22> 457
~57 i650 455,5
2.! 7.1
~ 900
1600 461 1500 458
2220 459 2~20 456.5
2580 4~9 2~00 459
3400 ~57 5427 437
4400.
2000 459
2620 455
3100 460
~440 437
21oo
2640
...~,.3200 .... .....
.... :.'=~L", ,
3470 .:.' ,'
: 437 5475 4.,.7 5489 447 3505 460 3525 461.5
4`,~ '~9"0 459 39a0 458 4240 456 4280 456 .4350_. :'
.20 4.':
': 46' 5' lo %0 s200 462 s460 464 5800 ' - 470 ~-~'6leO>~9~'rj'' .".
- .. .,..... -:..,.'...-.;:.:;:,.: :: >
F'ASE .i
" 0.055 0.055 0.015
- ?, .055 33~0.5 .0!5
< 305~. ~2E~. 2.!
322~0. 62. ~9(.~
-~. Z~80, 465.
-: ]740, 464,
.7 4HO.. 466,
:~ 472, ~00. 467, ' i~10.
--i~ 456.5 ; 2201.;>,. 7456.5, 2221.,
· ~ 460.5 2610, 456,5 ' 2611.
.? 465, 3380. 460, 3381,
_-~ 46~.0 3432,01 46~.0 ~434,~9
'~: 445, 5495, 463i 34~5.01
~ 461,5 ~5~g,5 460, ~550,
:~ 46~,6 3880, 464, 3960,
0.5 O. O. 0. O. O.
3%',-~.5 .95'-', 4!56. ~2 4411.
7.1 :050. 4440.
50, 50, 50,
3880. 46:.5
4940, 466,9 465,4 4411,
462, 1700, 460,5 2006,
461,5 2222, 459,5 2430,
460,5 '26~5: 461,0 ~000.
461,5 33V0.5 450. 3425,
445, 3435, 435,0 3455,
46~. T497.99 446,5 ;49B,
465, ~552, 466, ~600,
466, 4190. 466,9 4340,
O, 0.
9. O,
455.
466.8 ., ~5.4
461.5 2200.
459.5 252g~ ,: . ..~
462.' "':~::'~280/; :"
446.5 ~4~2,
435. 3475.
450,0 ~505,
4M, ~740,.
465,4 4~40,
' :R 463.5 4340, 452,8 4365, 465,4 4365, 465,4 4366, 450.7
-
~ 464,4 5014, 466, 57~4, -..
" 0, 7050, 6260, 2, ! 7,1 $050, 4440, O,
~2230, O, O, 0, }0, ~0, 50, O, O,
0, 0, O, 1,
8, 14900. 14900, 14900, 14900. 14900, 14VO0, 14900. 14900,
0.055 0,055 O,O&~. O,l 0,3 O, O. O. O. O,
n Z040- ~0 2.1 7 ~ in~, 44(!0, 0 O,
~:-=n ~!, 3400.
470. 1090. 46i. !5('9. 461. !900, ~58. :O00. 459. 2100.
4~7. 2200, 457. 222:~. 4~9, 2:20. 456,5 2520. 455. 2640.
457. 2~50 45~.~ 2~' 4~- ~;~"" ~5~, ~,n,-~ ~6~. ~200.
....... ~....., ........
46!.5 3500, 46!.5 3~(]0. 46(.5 l.lOr, 477. T427. 437, ~440,
437, ~470, 437, ~475, 437, 3489, 447, 3505. 460, 3525.
461,5 ~650, 458, ~920, 459, 3990, 458, 4240, 456, 4280,
456, 4~50, 452, 43~0, 453,5 4380, 457,5 . 4400, 458, 4520,
461, 4729, 4H, 51')0, 462, 524!0, 4.!2, 546), 464, 5800,
~ ~. 0,950 132% (:.055 1740. 0.060 if!O. .Cq5 2325. 0,055
~ 0.050
O, 0.0 0.0 0,0 7.! 185. 5~16.
-- 52~05. 55. 2110. 2~25. 55, 5% ~.
: 470, 50. 470. 50. 470. 50. 47~. 50. 470. 50.
= 467. 50. 466. 135. 465. 220. 465. 1323. 461. 1535.
__~ 46!. 1740. 461. 1740. 46!. !740. 462. 1825. 46~. 1890.
; 464. 1975. 465. 2045, 465, 2!10. 4.64, 2125, 465, 2140,
' 460, 2160, 455. 2175. 450, 2204, 445, 2218, 440, 2225.
~57,7 2232, 438, 2239. 440, 2245, 445, 2255, 450, 226,% .
' -i ' 455, 2281, 460, 2325, 461, :~050, 460, ,1140, 459, .3180,.... ,:;':~. :'." ,:
R 4'8, 3200, :457, ~j218, 455, 3265, 452, :~2BS, 451,>' '::;::~)2eg;'::,:~,~:~j~i~:
PAGE
~ 4~I, 3369. 462. 3400. 46!. ~570.
: ~64, 3940, 465. 3970, 470. 4000.
t O O~q !27~. 0.055 lS~B n
~ 584). 0,0>
!?. :). 0 0.0 0, ') 7.
~"~- ~ 1940. ~ -. ·
' :' 470. 0.0 47(, 0.0 ~7(~.
:~ 46~. O.O 4M. 90. 46~. 180.
~ 461. IB68. 4~. 1~g2. 4BL !842.
_ -R 46L, 19~. 460. " 19aO. 4~. 1981.
'l 440. 202B. 4~9. 20~0. 4~8.2 2040.
· ~ 44~. 2070. 4~0. 2080. 4~. 2090.
:~ 461. 2165. 461. 2500. 463. 2700,
' = 45~. ~5~0. 455'. 5605. 452. 56!5.
'~ ~59. ~677. 458. 5681. 457. ~689.
R 459. ~710. 460. ~825. 461. ~840.
--3 464. ~875. 465. ~8~0. 470.
~ 6: .....'O':oS6 ............~os.~ '~":'~:'o5~TM "":' ']~.6
:T O, 0,0 0,0 0,0 7.1
; 4~:, t~0~ ~ 4~0,~ ~ 460,~5 i~c~
-; 46~. 1752. 462,~ 1779. 461. i789.
~' 4~0, !B25. 445. !855. 440.
':: ~0. !9>. ~61, .9~8 4~2, !95!,
: 46!. 5699; 4~2, !7(:7, ~l.
--:~ ~&!. 3738, 460. 375!. ~55. T766,
:' 456. 3B(eO. 460. 3840. 461,
;' 4~4, 39~5. 465, 3970.0 ~6.5. 39B~.
462. I9!0. 463.
3930.'
sc4rs. ,~ n4~, 2150. 0.055
!654. ]632.
470. ~.0 470.
465. 1273. 461.
4~4. 1895. 464,
450. 2002.
439, 2050,
460. 2124. 461.
!63. 2805. 460,
455, I628, 459,
457, 3694, 458,
462, 3850. 46I,
t390. 1960.
42c,
470. -175. 465.
460.64 1390. 453.
453, 1620. 463.
460, 1795, 455,
~3q, 1852. 4~8,4
.~6 ~qq8 455,
4~3. 1960. 463.
~60. 2800. 460.
~63. 5720. 462.
455. 3780. 455.
462. 388B. 463.
467. 4020,
' ~r, ~ x~O, C~. ':a~ !603. 2770.
a n ,'i~ !3!0,0 q. ,,,~. 0.055
: ,:,, t, .', n r. 0 "' ~ ' 1!55. I603.
15~7¢, ~7, ,Ixs ,~"~ 515,
': 10,
: 479. 0.0 4~5. 0.0 465, ~5B.00 46L00 959.00 465.
'~ 45%72 ~76.00 q60.0 1010. 460.2 1!35. 4~T. I220. 462.
._-~ 462. !3S0. 461, 1382. 460. I~¢!. 455. 1419. 450.
: 44L !4~2. 440. !460, 4~9, I~6~. ~39.5 1475. 439,
R 440. 1491. 44~. 1510. 450. 1520. 455. 1534. 460.
:: 461. 1580. 462. 1592, 46L 1603. 460. 1609. 460.
-175,
1420.6
IBIO
1862.
1903.
1969.
3639.
37~0.
3790,
/
461. 1930. 4~i. 2040. 46!. 21~8. 461. 2375. 460.
'60. 2770. 470. 2770. ':i::i:~';Z'.r:"::i;?:'!:? :-':' :!:!':? '
:,:, ,<::-,,.,:';::': '';`::: .: ......
' 7 '::.: ',: 7. 7 ' ::.' ":" ~ ~'~ ".7 ',' ~..: '.;:' '. ':: '. "'::: ~~. :.:. ,:..: '~:: :,.,,:.~~""
--
0.055 1201.
9, 0.0
34260. 54. ~68.
!rJ. 0.
452. !O00.O 451.5
453. 1166.4 461.64
450. 1319. 445.
439, .1350, .440,
460. 1392. ' 46!,
46!. 1620. 461,
0.060 1280. 0.045 1392. 0.055 1825. 0.050
0.0 7.! 868. 1480,
152!3. 8T, O. 25C',
0. O. ".;. :). 3. 0, O.
.......... ~.~, ~00.8
19~7.5 452. !075. 452, 1075. 452. 1075,
120t.0 4~1.0 1280. 460. 129i.. 455. 1304.
1~28. 440. 13~7. 439. 1540. 438.8 1M5.
135Z. 445. 1363. 450. 1372.
1415, 462. 1445. 463, 1472, 464,' "'15209' "'
6. 0,050 MS; 0.055 1005.
1671. 0.050 1760.
O. 0.0 0.0
34850, 33, 13i0.
10, O, .... 0,'.
4 5.!j:..-o,o;.
~2.o :'1~>:':~::;' "~6~.
455. 1341. 450,
440. 1410, 445,
4~5. !520. 4~6,
470. !610. 47!,
475. !7!0. a76, !740. 477,79
0,060
0.0 7.1
1520, 520, 640.
O. ' ~'! 0.' 0,' ....
648,' 461. . ....660.,
1210'~"';'~;:t'~"4M.'' ;"!" '1270,
1380. 445. 13~8,
!428. 450, !435.
15~2. 467. !550.
!630. 472, !648.
]JlO.
660,
590.
O,
461,
464,3
440.
455,
468.
473.
_ O. 0, O. O, 7.1 660.
: 5. .050 355,~. .055 1005. 0~0 1~10.
: :~;50, ]!, 1310', 1~2'), !i{- ~0,
~ 470. -TBO, 4~, -~80, 464, -26( 463.
:' ~ 48 O, ~A:. ;~ aA~ i~!). &61.
:' 462, i038, ~: ~ ~ '~7~
~ ~5S '~at 450. 13~0. ~45. ~ 440.
-~ 440. i4!0. 445. !428. 450. 14:5. 455.
:' 455. !520. 466. 15~2. 467. 1550. 468.
:' 470, !6!0.
r 8. 15600. 156(10. !~:'0. 1%0':'. 15660. 15609.
~ ~ D.O~ ,~nr, r r~sr~ 2!55. ~.('~0 2900,
' '~ 5%0, 9,050 4070, 0, O. 0. 0.
: O. O, ~, O, 7, ! 2900,
i 36970, 31 9000 306rl 2020. 2020,
--~ 48L !000. 477,5 t050, 475. 1200, ~75,
~ 473, !8!0. 47a, 2!55, 4~9. 2~0,
R 4~5, 2900, 459, 2930, 455,5 2950, 444,
:~:442,7 2970, 450,6 2975, 454, 2985, 456,
~ 466,5 3140. 465, 5280, 462, 3400, 452,
46L 3670, 459, 3740. 459, ~870, 461,5
_. 473, 4070, O, O, O, O, O,
0.045 1520. 0.055
1500,
0,0 0,0 0,0
O. "' 0.' '~::' '.'~'.-."'~-0;';':' :'7,:!'},!.:~!:~7:~': '.:
660. ~" 461, "-: i005 ;:.,~ .!: ~i~!-['~.,.;.:
1!90. 439.3 1394.
1442. 460, 1465,
1570. 469. 1590.
1~71. 474, 1691.
1520, O, O,
.045 1520. .055
-2~0. 46I, -70.
TS~. 461. !005.
!;i0. 46G'. 1338.
!~90. 43~.3 1394,
i442. 460. 1465.
1570. 469. 1590,
!~600. 15600.
0.945 30~0. 0.060
0. O, O.
1450. 473.8
2~&O. 466.
2930. 440.
2990. 465.
3430. 464.5
3960, 463.5
O. O.
1510.
2850.
2937,
3060.
~570,
3990.
0,'
~ 5. .05 1540, .06 2100.
: 58200, 49 o,nn 2270. 1150.
· : 473.2 !000. 472. 1230. 470.
~ 468. 1540. :66. 1570. ~54.
' ~ 462. 1930. 464. 2050. 46,6.
:R 464. 2125. 462.- 2135.- 460.
it 441. 2185. 444.'~ 2200. 450.
-- !~ 462 ..... 229). , 462.~> 2340.>!~ .....~4~4.
2~ 4&O. 2480. 458. 2500.
~ 451, 2560. 452. 2580. 454.
'~ 4~0. 2720. 462. 2755. 4~4.
' :~ 470, 2840, 472' 2860, 474,
5. .05 127~. .055 1540.
2310.
. ,.:.I ....:,::::,..:.:
"4N;" ........~':'iOOd'~~ .........:472: ':"=~'~:'lOZO:~':;'~'~L47'O.
464. 1275. 462. !320. 460,3
464. 1525. 452. !540. 460.
44!.~8 1580, 445, 1600,
459. !750. 459. !950. 460.
4~6. 2180. 4~. 2100, 470.
.045 ~ .055
~! .
7.I 1751. 2682.
13t0. 469. 1400,
2970, 467.4 2100.
2142. 450. 2160.
2215, 460. 225~.
2390. 464. 2440.
2515. 454. 2530.
2600. 456. 2620.
2755, ,.05 ::,= :':i.
468. 1450.
46!. 17&O.
466. 2120.
444... ~,,~,21~0,., .....
4~8. i,.,: :::::::::::::::::::::::::::
2780, 466, 2800. 468,
2950. ~,74.4 3070. , · "i.r'~:;."'!:i~:,: ::;:".:~: .'
· .: :'.:>.:..:j:::'~:>~:;,:,;:;::~>,-
.045 1~75. .055 2175': :..'r' i:??:!O~:?:,¥:!ii~>:: :',::.'- .':
1070, . 'J ' ~ '~: '
!345, 4~2 1400, 464, 1450,
1~5~, 450, 1560, "' 445:
!~15, 460, 1675, 460, 1710,.
2000, 462, 2!50, 464, 2175, ' ..
2200, 472, 2240. 474, 2310.
'~ 6. 0,060 !050~ 0.060 2000. 0.055 4040. 0.045 4150i'?~
- 4710. 0.055 604~,-. O. O. O. O. O. O. .
· ' O. 0,0 O.O 0. 7,! ~92!, 4514.
-: 5C'2. lqnA 49t. 6 into 490 ' ' 60. ~57. t X~rl 487.
: 477. ~50. ~ - ~n a7!.5 17:{i. 445, 3790. 463,
--.: 46~, 4000, 468. ~025. 4~4. 4540. 44~. 40~0. 442.
~ 4~2.~ 41~0. 468.5 4210. 462.8 4400. 464. 4600. 466.5
;' 481.5 4BBO. 483. 4970. 494. 5080. 482. 5380. 482.
'-~ 485, 5600. 488. 5730. 493,5 5830. 500. 6040. O.
~ 6 .0~ lOgO
2480.
3900.
2580 ,055 ~760 .045 4670 .05
59 i9~? 33 4030 4310 50 50 50
502 1000 49!. 5 lOlO 479 2380 478.5 2480 478 2670
477.5 3060 478.2 3175 477 ~20 477 3470 478 .::
4-~5 3792 462,7 3885 462.3 18~5 463 3914 464 3965 .
t62,8 3985 467.5 4030 463 4045 454.3 4155 . 442
442 4!93 443.3 4217 462.5 4257 468.5 4310 478.5 4505 ..,..: ..... ,
464 463~ 478.2 4670 478.5 4950 483.5 5380 481{. 5 ';~>~' ;: ',5920'''''~: ~'~"~:~:": "'
4~5 5~4o ~ ~2o 500 ~2oo ': ..'.~j~:'%>--'?>" ;'2 :...
·.:....'; .: ;?~'~ ~-~ .... ~..~...,::.:
· ': :: ..':v.F :':':7:: ',: '::,>'::"' :; ':':: :' :.:;:' ;.
P~GE o
8 15400
6
4710 ,055
15400 15400 15400 15400 15400 15400 15400
!050 ,¢55 2000 .055 ~(!40 ,045 4150 .05
6040
iR
484
477
464
462.5
481,5
485
i>)':' 491,~ i¢~i) 490 .16(~ 457 13!(' 487 1530
~, 2'r'0 4~^ 2200 477 2480
1800 a~ 2.000 480 .....
3450 477.3 3~10 47!,5 ,~730 465 3790 463 3900
4000 468 4025 464 4040 444 4090 442 4110
4150 .468,5. 4210 462.8. 4400 466 4600. 466,5
4880 ' 483 4970 484 5080 482 ' 5380~':'''
5~00 488 5730 493.5 5830 500 6040
' "~ 8 10200
H 6 .06
H 5410 .04
--'T
~i 40650 ...... 32
:~ 468,2 4320
2R 45!.2 4770
!R 463 4860
' 4e2.5 5410
40200 10200 10200 10200 , 10200 10200 10200
1200 .055 3750 .06 4730 .045 4815
6200
?.,.,;i~:~ ~7':-':[-: 1200 ":~,:~!~ 491.5 . 1800,; 489 :.
"~ >~ :"'~e~ ~'1"'~';~"~'~246"'~!~ '~ei:8"' '~:!i:, ::'375o '~'~!"'; '48o -: '-'~:' "~'=~o5o:'!~*~i'''~'*;'~;' Ai3 ~.:
465 4500 465 4600 465.5 4630_, 464.8 4730
440 4780 440 4800 449 4810 457.8 481S
46? 4~70 464 5080 465 5120 471 5170
484.2 5550 48~.8 5790 486.8 5950 495,5 6130
-- T 8 9800 9800 9800 9800 9800 9800 9800 9800
~ 6 .06 .~540 .055 2330 ,055 2~70 .045 2445
~ ~n ~ 5200
': 4~<<}0 ~2 ~'~'~ 2445 57(~(! 2°''it= 7~5Ci
: n,,~ m?O0 ~90 farm' 482,2 I~9"+ 482.~ !54A 474
'~(+ 4~4.8 tT~ri 464 5 ~aBn 467,2 18q0 469
: ~5,6 ~ ...... '
',? 459 2355 457 2570 445,6 2~75 446 2585 446,8
'~ 445,5 2405 454 2410 4~2,3 2450 45~,5 2445 47i
.R 465.5 2850 467.B 3060 467,8 3170 475 3240 474,5
--R 487,B 3380 48~ 3570 491 5980 49! 4330 488,5
~ ~98.4 5)20 501.5 520(~
,06
1590
2330
2395
2500
3350
4740
e 9400 940(i Q400 9400 ?400 9400 94(}0 9400
'= 6 ,05 1400 ,95 2930 .055 4!60 .045 4515
~ 4585 ,06 542'3
-- I 51350 30 4!60 4515 56¢0 3700 3350
-~ 509 1000 504 1i(~0 492.6 lnOO ~90.5 !600 487
-~ 479 2030 474,S 22~0 472.8 24~0 472.~ 2690 474
~ 471,3 3140 469,6 3400 468,7 3600 469,5 3800 468,5
iq 470,5 4000 470,5 4100 470,3 4160 446,~ 4200 447,5
-' 470,3 4280 471 4315 469,4 44t5 470,2 4515 483,8
.058
1850
2930
3870
4238
4585
482 4615 4B4 4675 498 5215 500 5330 505.5 5420
"' .':.: :,:.::.,...:,'. ....::..: ........';
r Ilia [ '~ 'ill
PAGE
.05 1500
,05 62>
510 !000
~74 2!00
475 5170
450 5580
460 ,. 5650
478 6100
~579
172.5
~72.5
470
448
. 467
481.4
.055 3400 .65 5570 .045 5670
5870 !6:0 1750 2000
12(!0 482 170(; 479
2500 47i
3700 472.5 574~ 470
5~00 · 473 5350 472
5590 450 5600 450
5670. 47~ 570C 472
6120 490 617~
6 .04 1300 .055 !900
4480 .055 "4540
55590 23 4250 4340 2000
501.5 1000 49~ 1100 487
489 ',1900 ' '480 5,' ~000,:''~ '475 '
.-- 472, ', ~3600 ....'.' :~72, :;, .. ~9~.> :(;2- ' ~7~: ,..,.
t~52,'4"'~""~"";;~300''~ ....4~2'.4''='~''''''' 43~ ~'~'~":":'4Y~;'~ :'
473 4440 485 4480 502
6 .05 1~50 .052 4120
4~9 ,'26 4800
7.1 3800 4415
56N0 35 45~5 44!5 !250 !250 1~50
502 lOOO 4~9.4 1070 494.5 1720 490.8 1850
474.5 2350 84.6 2480 472.4 2820 475.6 2980
~7~ 3P)~ 475 3640 87~ ?~r, 47~.4 x850
459 1920 '474 59!0 ~75.~ ~980 475,5 ~120
462 4735 ~=~ 5 ~?an ~, a~4~ ~49,2 4~55
:s~ ~:7~1 ~'- 4400· 474 n4!F ~7~ 4440
475 ~E30 500 4760 592 48C'0
J
t850 476 1900
~400 457 3450
4000 472 4700
5470 . 456 ,.5570
5620 451 ;.:,' 5~
59o 4n ' 2 . OQo ·
62~0 ':"~': ......"':?'~.{"~';'~""';';;>:''
,06 4250 .045 4340 ;06
2200 2240
4540 .... :.
.055 4335 ,045 4415 ,058
477;B ......~'W2090
47].6 .... t~120 .-::.:~
469 3880
472 42~0
449 4360
47~,8 4445
PAGE 10
DENTON CREEK - ENCROACHMENT - (K-N: F.I.S. UPDATE)
DENTON CREEK - !00 YR DISCHARGE PROFILE FIS
DENTON CREEK, TEXAS
iCHECK INO NtN~ 1DIR
0 z 0
NPROF IPLOT, PRFVS XSECV
15 ,. 0 ., -1
FILE: 8912~N4F.DAT
STRT METRIC HVINS ~
0 ¢ n
XSECH FN ALLOC IBW
WSEL
454.1!
CHNIM
FQ
ITRACE
r I., 'r 't' l' 'T lF
IHIS RUN EXECUTEO 21DECg!
-- U!I!IIIIIIItlIIIIt!!!,!I!tlt!Itllt!
~EC-2 WATER SURFACE FROFiLES
~rsion 4.6,2; May
-- iOTE- ASTERISK ~($) AT LEFT:OFCROSS-SECTIONNUNBER INDICATES HESSABE IN SUHMARY OF ERRORS LIST
__ ENTON CREEK, TEXAS
'UMMARY PRINTOUT
15770.000 455.97 20~00.00 .OO
770.000 454,5! 2'J600.00 .54
26830.000 454.6~ 21300.00
2~8;0.00~ 455.08 2!300.00
21300.00
2%!0,000 456,27 21300.00
2%!0.¢00 456.99 2!30g.00 .72
50570.0(~¢ 4~6.6! 2~On ~0 .0}
~¢570,0C0 ~57.25 2130~,:10
312:0,000 456.81 21300.00
31230.000 457.42 21300.G0 .60
-- 32!5¢,0C0 457.~0 21500.00 ,00
32159.000 457,87 2!S00.00 .47
_ 32200.000 456.8B 21300.00 .OO
32200.000 457.41 21300.00 .5]
PP,,BE
12
C~5EL Q D!F~SP
:2250.000 459.?I 14900.00 .00
12259.000 460,07 l~gOO,OO ,17
12105.000 4-:-9,73 14900,00
.T2305.00C; ,~59,S7 149(:0.0<! .14
32725.000 460.V9 14900.00 .00..
32725,000 4~1.21 H~O0.O0 .22.
............... '. ,, ~'~;: ~ :~.. ,
3~145.000 461.22 14900.00 .00
33145,000 46!.47 14900.00 ,25
33470.000 461.52 1490~'.00 .00
33470.000 461.74 14900.00 .22
' 34260.000 462..~9 14900.00 .00
342~0.000;"""?ji,2,73 "i4900,:Q~ :,'.~/:<""':*"'.][4'!:":~>~'*:i'-V':: ::""' ':''" .
34950.000 4~2,03 14~00.00 .52
j4950.000 463,52 14700.00 .00
950.000 463.76 14900.00 ,24
16~70.000 465.9~ 15600.00 .00
36970.000 466.62 15600'.00 .64
~B200.¢00 466.70 15600.C0 .O0
38230,000 467,38 !5~0')'.00
3~299.:)00 4~6,98 1550¢.00 .¢0
3~290.000 q67.67 15600.00
3?440,000 466,71 15600.00 ,00
39440,000 467.36 !5600,00
~57,!4 15600.00 .(!0
467.8! 15609,00 .67
19540.000 467.05 !~400.00 .00
~954',n000 467,67 1HO0,O0 .65
r 'lni r"'t'' .........l'"t lF
c~r~n
5~T~O.O00
~55~0,000
555~0.00~
5~10.000
CWSEL O DIFWSP
472.57 ~4QO.O0 ,00
47~.4! ~400,00
~73.2~ ~400.00 ,00
474.0? ~4OO.GO
474,~0 9400.00
47~.37 9400.00
.00
.8&
PABE !4
-- "ENTON CREEK~ TEXAS
:'jMMARY PRINTOUT TABLE
110
SECNO CWSEL DIFKWS EG TDPWI8 QLOB
25550.000 455.52 .00 454.25 235.67 .00 20600.00
25530.000 454,~1 ........,:,,...59..454.78..~-240.13 .00 20600.00
25770,000~,A~.t7 ........ O0 ,..4M.44 272.69 .00 20600.00
2577~.000 . 454.51 .H 454.05 276.&3 ° .00 206~0.00
26830.000 454,69 .00 ~55.09 ~19~.25 .00 18295.~0 ~014.40
2~8~0.000 455.08 ~.5~ 455.&4 438.77 .~g 21c~.~.
28080.000 455.38 .00 45~.79 10H.05 .00 18~24.3~ 2775.61
4L/,.42 735.54 .00
2%10.000 456.27 .00 45&.45 1007.03 1.~1 14155.~1
2~10.000 456,9~ .72 457,14 102~,04 5,79 1~702.12 7594,09
~0570,000 456/,.61 ,00 456,88 858.54 .00 15521.50
~570.000 457.25 .M 457.49 814.50 .00 15315.41
31250.(i00 456,81 .:/..'.i~d)0457,52. 540,12 .00 20962.01
L23O,0Cg 457.42 ,60 45e,05 5~0,71 ,00
~2!50.000 4=~.40 .nO 4~?.~0 254.98 00 ~n~l~ 86
32150,000 4~.7,87 .47 45~.62 27~.08 ,00 20440.6?
5778.50
5~84.5~
· 2470;'00 jSlO0.O0
1215.00.2055.00 ..20&0,73 2470.00 "3270.00
.'>~,=,.!.,:!:...,~,,.!,!~.,.:.'. ....
3~55,00 H45,00 5445.18 4020.007100,00
1055.00 3445.00 344LIB ·4020.00 ~=4500.00
;; .... ~ .,~.~.~.~,~~~.:~.,-/.-
3713.00 5SBT.00.:>-;387.0;I'~,jIlIILOO;:;-fllO0. O0
1173,00 3397,00 3387.03 3857.00 4560.00
357,99
604.60
68~,14 ~140.00 3040.00 H00,00 5525,00 6180,00
B59.~! 1~60,00 5040.00 3400,00 3525,00 4400,00
~=~'~e 0An 4~5.E9 .00 45~.~9 ~q7.74 ,00 !~%9.54 !530.46 3210,00
32200.000 457.41 ,53 460.22 163.07 ,00 1~860,60 1459.$9 1590.00
32230.000 457.14 .00 460,10 160.27 ,00 19917,08 1382.92, 3210.00
~2239.~00 457,5~ ,45 460,50 !64,75 ,OO !0527,Z~ 1472,62 ...1390,00
3050.00 :~390.503539.50 6260.00
3050.00 3~90.50 35~9.50 4UO.O0
T22~0.000 459.~! .O0 450,35 1148.~5 57.59 12426.56 2415.85 5140.00
52250.000 460.07 .17 460.53 935.10 81.95 12651,86 2186.19 1560.00
32305.000 45~.75 .00 460.54 368.34 .00 1136~.17 3556.83 ,00
52505.000 459,87 .14 460.7~ :354.06 .00 11808.06 3091.94 1491.00
~7~" C'~G 460,99 .00 461 !1 14~0.11 5153.!B 6640.26 310&.56 .00
32125.000 4&!.2! ,22 461.~5 1596,7V 450E,3e 7!7~,43 3212,27 l~B.O0
'!05.030 ~51,2Z ,g"j 451.46 4q5.77 3c,,45 1495/,!.54 .07
.45.000 161.47 .25 461.70 423.69 .CO 14909.CC
3040,00 3400,00 '.3523,00:6180,00
3040,00 3400,00 :" 3525~00 1400,00
· .-:~:i'>' .: !' ...... .s.; j:; :::':
.00 '> 2110,00C<2325:00~';[~:~: .00
· ,, '. j~. ~ ",,',, ~,' ',.I1,.,
lSlq 00-.. lfi OO ~'. 150 O 3~2 O0
I. -. ,'
35470.000 461.32 .00 461,88 ~ 550.16 , ...284,'58 -14615.62 &: '.OO. ,-'--." "' .kj:~.~p~.: ,..-~.... ~
" o' ' .i'.' '~ " ' "~)' .. r" .. r~,'.' ", . .., .f",,- 'I.L~., ," ' ~
.,m ..~ - "' ' ~*
PAGE
-- SECNO CWSEL DIFKWS EG TOBWID QLOB gOB OROB BEREN[ STENCL
342~0.000 462.39 .00 462.56 592.70 1.3! 14898.69 .00 .00 .O0
-- 34260.000 462.73 .34 452.88 596.75 .00 14900.00 .00 612.00 868.00
STCHL ......STCHR STENCR
BbB.OO 1520.00 .O0
B6B.O0 1520.00 1480.00
34850.000 462.41 .00 463.59 169.25 ,00 lq700.00 .00 .00
34850.000 462.95 ,52 463.99 178,4~ ,00 14900.00 ,00 840.00
.00 1310.00 1520.00 ,00
660.00 1310.00 1520.00 t500.00
34950.000 463.32 · .00 463.88 l&7t73 ,,4192.91 10707.09 .00 .00, .00,1310.00 ,1520.00 ,00
14cBO.000 46%76 : ,24 "' 464',28: 786,50 · 2557,21 12~42,79 ,~ 860,00 ~660,00 '1~10,00 :>15~;00, 1520.00
3~g70,~0 466,&2 .64 466,92 945,00 ,O0 10020.87 5579.1~ gqS,00 2900,00'2900,00.":~060,00 3845,00
.-- . . , .... :~
38200,000 466,70 ~,00 466,7E 1222,27 242~,10 5%9,42. 7201,47 ,00 ,OO .' 2l~,OO 2270:00
38200,000 467,~B ,&B 467,47 ~30,20 '2021,0~ 6396,57 7180,36 931,00 1751,00 2i~;00"?-2~70;00. 2682,00
39290,000 466,~B ,00 467,09 1026,71 "'1484,69 726~,05 6849,26 ,O0 · ,00 '1525,~L:>I&75~OO:.~,'.- ',00
394~0,000 ~67,36 ,65 468,07 537,21 771,01 12~59,12 IB&9,B7 593,00 3t21,00 'q04O,O0?~4lSO;OO ~514,00
39490,000 467,14 ,OO 4~7,~4 ~51,03 1767,~I 137~1,53 70.56 ,00 ,00 4030,00 ' q310,OO ,00
74~0,000 467,81 .67 qBB.16 33~.28 444.34 15155.6~ .00 ,12 3%4,64 4030,00 4310,00 4ZlO,O0
5?540.000 467.05 .00 467.55
-- 39540,000 467.67 .63 468.29
40550.000 468,20 .OO 468.43
_ 4C!6~0.000 468.73 '~73 a69,20
872.62 1448.0~ 11284.28 2667.6~
534.01 615.78 12395.77 2588.45
826.41 !07B.00 690!.57 2220.43
431.72 707.66 7473.!3 2019,2!
,00 ,00 4040,00 4150,00 ,00
,16 ' 3940,57 4040,00' 4150,00 '4513,57
.00 ,00 4730.00 48i5.00 ,00
.!~ 45~2,28 4730,00 4815,00 5024.0!
480(0.000 470.69
4BC00.¢rjO 471.52
51350,000 472,00
5!350.000 472,80
~350.000 ~72,57
5~5~0,0C'0 473,41
47r, v~ '1538.57 351! 50 4~8 ~ oO~r'.O5
471,62 112~,59 ~460,76 458~,76 1755.28
.00 472.08 1438.64 2838.12 6557.51 4.37
.BO 472.91 730.85 1946.48 7853.52 .00
,00 472.68 2182.35 ~!81,4i 615!.50 ,, 65.09
,84 47~,54 !175.34 2702.21 6~7,79 ,00
,O0 .00 2370,00 2445.00 ,00
,20 1793,44 2370.00 2445.00 2917,02
,00 .00 4160,00 4515,00 ,00
.24 3784,15 4160,00 4915,00 4515,00
.00 .00 ~570.00 5670.00 ,00
,20 4204,07 ~570,00 ~&70,O0 ~670,00
55590,000 475,25
55590.000 474.0?
.00 473.67 !412.6t !865.72 751L51 20.77
.84 474.57 644.18 1217.19 8182.81 .00
,00 ,00 4250,00 4340,00 ,00
.23 353%53 4250,00 4340,00 4340,00
' 56940.000 474,50 ,00
56?40.000 475,37
474.79 !465.21 2736.88 6655.67 27.46
475.68 481.53 2356.98 7043.02 .00
.00 ,00,4335,00 4415,00 - ,00
615,00 3800,00 4335,00 441%00.4415,00
:j~RY OF ERRORS AND SPECIAL NOTES
'iRN!NG SECNO= 27610,990 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE
ACCEPTABLE RANGE
ARMING SECNO: $1230.000 PROFILE= t CONVEYANCE CHANGE OUTSIDE
:ARNIN6 SECNO= ~t2;lO,OOO PROFILE= 2 CONVEYANCE CHANGE OUTSIDE
',IRNIN6SECNO~,.,$2505.0(XI,i:PRO~LE=i~,I,,ClINVEYtINCEiCHANGE OUTSIDE
~RNIN6 SECNO~;2~05.000 PROFILE=;-2 'CdNVE~ANCE'CHANGE OUTSIDE
_:.-':'RNINO GECNO= 32725.000 PROFILE= I CONVEYIIN."'E CHANGE CUTSIDE ACCEPTABLE RANGE .,,'.,. ': "' ','
ARNING SECNO= 52725,000 P~OFILE= 2 CON'IEYAI, CE CHANGE CUTS!DE ~.%CEDT.~BLE RANGE ""' '~ '!
:~'~NING SECNO= ,~&970,000 PROFILE= 2 [,.3N','Ev~NE :"'A,~SE OT'-cIDE I, CCEPT~LE F. ANSE ...
· '.t '.......
_ ::=NINe SECNC= PROFILE= 1 CONVEYANCE ACCEPTABLE RANGE .:.~:.;l.,~T/~i!j~'~.':,~..~"::j~:,!7> .
:NO SEND= PROFILE= 2 CONVEYANCE ACCEPTABLE RANGE ./ ! ,.~.j--;.!~:~. ...... '
~RNiNG SECNQ=
' :RHINO BECNO=
4NINe GECKO=
_ RNtNG SEND=
38200.000 CHANGE OUTSIDE
I8200,000 CHANGE OUTSIDE
59440.030 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE
~9449.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE
~T~ n~O PROFILE= i CONVEYANCE CHANGE OUTSIDE
~3330.000 P~FiLE= 2 ~ONVEYANCE CHANGE 9UT~I~E
ACCEPTABLE RANGE -.
ACCEPTABLE RANGE ........ ~" ..... '."~""~:""'~ ...... ....~;;"i~< '. ',,:.. '-
ACCEPTABLE RANE
ACCEPTABLE RANGE :
D~NIN? SEENO=
~NIN~ SESNO=
~55~0.000 PROFILE= I CONVEYANCE CHANGE OUTSIDE
55590.{;00 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE
ACCEPTABLE RANGE
ACCEPTABLE RANGE
PAGE i7
,_ODDWAY DATA,
-- qOFILE NO, 2
bENTON CREEK, TEXAS
STATION
' 25530.000
25170.000
26830.000
2BOBO.O00
28870.000
29610,000
30570,000
' 11230.000
32150,000
32200,000
52250,000
:~725,000
15,000
:.~70.000
54260.000
-- 54850,000
~4950.000
76~70.000
_~9200.000
T$290,000
' ~9~4e. OOO
i0650,000
=~OOO,O00
....... FLOODWAY ....... WATER SURFACE ELEVATION
WIDTH SECTION MEAN ~ITH WITHOUT ~IFFERENCE
AREA VELOCITY FLDO~WAY FLDO~WAY
571 3~77. 5.8 455.1 454.7 .4
1183.. 4452. 4.B 456.0 45~.4 .~
1409, 637f~ 3.3 456,6 45~. 0 .6
1134, B383,. 2,t 4~7.0 4~6.~ .7
3666, 4.1 460,1 459.~ ,2
1156, 2120, 7.0 459,B 459.7 ,1
lggB, 5%7, 2,5 46!,2 461.0 .2
554. 3868. 3,9 46!.4 46!.2 .2
454, 3096, 4,8 461,7 461.5 ,2
597, 4797. ~.1 462.7 462.4
178, 1803, 8.3 462,9 462,4 ,5
846, S217~ 4.6 465,7 465,5 ,2
945. 4543.. L4 466,6 46~.0
9~I, 727!/ 2,1 467.4 466.7 ,7
704, 54~1. 2.~ 467.7 467,0 .7
~, ~058. 5.! 467.! 466,7
!!~, ~58~. 4.~ a~ ~ 467.1
573, 3!4i. 4.~ 4~7.6 467.0
432, 2~79, 3,4 468,V 468,2 ,7
1124, 5586, L,B 471.5 470,7 ,B
7M, 3948. 2,4 472,B 472,0 ,B
14~6, 4458. 2.1 47~,4 472.6 .8
800, 254(~, 4,0 474.0 471.2 ,B
615, 2~70, ~.7 475.4 474.5