Denton Co Levee-SY950101EN
I a
r
-014
FOR
FILE copy
INEERING CREATION
ART
DENTpN COUNTY
LEVE
DISTE
JANUARY
IMPROVEMENT
ICT NO. 1
1985
DANNENPAUM ENGINEERING CORPORATION
CONSUL
ING ENGINEERS
DALLAS, ITEXAS
TABLE OF CONTENTS
SECTION
NO.
PAGE
I. INTRODUCTION
N0.
1.01 General
II. GENERAL CONDIT
ONS
1
2.01 Description
of Area
2.02 Topographj
2
III. DESIGN CONSIDERATIONS
3
3.01 General
3.02 Existing Denton
Creek Flood Hazards
4
3.03 Proposed Flood
Protection
4
3.04 Interior D
ai.nage
5
IV. PROPOSED PLAN 017
RECLAMATION
8
4.01 Proposed Improvements
4.02 Denton Creek
Channel Improvements
9
4.03 Levee Improvements
9
4.04 Reclamation
4.U5 Interior
Using Compacted Fill
10
Drainage
Facilities
11
V. PROJECT COSTS
11
5.01 General
VI. FEASIBILITY
12
6.01 Engineerinj
Feasibility
6.02 Economic Fe
sibility
15
15
LIST OF TABLES
TABLE TITLE
N0, PAGE
N0,
3.1 100 -Year Water Surface Elevations, Existing and Proposed
Conditions
6
3.2 500 -Year Water Surface Elevations, Existing and Proposed
Conditions.
7
5.1 Summary of Project Costs
• 13
5.2 Preliminary Construction Cost Estimate
14
i
DANNENBAUM ENGINEERING CORPORATION
EXHIBIT
NO.
LIST OF EXHIBITS
TITLE
1.
2.
Location
Map
3.
Vicinity
Map
4.
Existing
Proposed
Flood Plain and Backwater Section Locations
Improvements
'•
6.
Water Surface
Profile
7•
lypical Cross
Sections
B•
Property
Owners
9.
Property
District
Ownership Names and Addresses
oundary
APPENDICES
A. Denton Creek 100 -year HEC -2 Water Surface Profile Computations -
Existing Conditions
B. Denton Creek 100 -
year HEC -2 Water Surface Profile Computations -
Proposel Conditions
ii
DANNENSAUM ENOINEERINO CORPORATION
aI SECTION I
II INTRODUCTION
1.01 General. Tie purpose of this report is to present engineering and
economic data and other background information necessary for the creation of
the 938.337 acre Denton Count Levee e Improvement District No. 1 (hereinafter
referred to as the "District ") located along Denton Creek in the southern
portion of Lewisville, Texas as shown on Exhibit 1. This report contains a
description of the area, the proposed plan of reclamation including n desi g
criteria, and an estimate of the project costs. The feasibility of the
project is also discussed.
Approximately 72 percent of the land included in the District is located
in the flood plain of Denton Creek. The proposed improvements will provide
flood protection to the area thereby allowing development of property within
the District.
-1-
DANNENBAUM ENOINEERINO CORPORATION
9 ' SECTION II
GENERAL CONDTIONS
2.01 Description of Area.
The proposed Denton Co unty Levee Improvement
District No. 1 is located within the corporate limits of Lewisville, Texas
as shown on Exhibit 2. The District is bounded on the south b
Creek, on the west by Denton Tap Road, and on the northeast by Denton
Highway y Interstate
9 y 35E. The north and east boundaries following existing propert
lines. Of the 938.337 acres within the District, 876.674 acres Y
within Denton County with the remaining 61.663 acres located are located
r County. Adjacent, roperty owners �n Dallas
are shown on Exhibits 7 and 8. A metes
and bounds description of the District is included as Exhibit 9.
The proposed District is approximately 4 miles from downtown Lewisville
18 miles from downtown Dallas. Access t and
o the District is provided by
Interstate Highway 35E, State Highway 121, Denton Tap Road and FM 3040.
extensive system of streets will be constructed within the District An
area is developed. as the
Denton Creek, a trib tary of the Elm Fork of the Trinity River, is located
along the south bo ndary of the District. The Elm Fork is 1
ocated
approximately one mile to the east. Approximately 673 acres of the District
lie within the 100-year flood plain of Denton Creek and the Elm Fork.
-2-
DANNENBAUM ENGINEERING CORPORATION
1. Ul. I opoyraphy• I he property comprising the
proposed District varies from
relative flat flocd plain land along Denton Creek to a small area
moderately steep hills located in the northwest portion of
The flood plain laid varies from elevation 446 of the District.
to 45G while the highest
elevation of the hill area is elevation 540. The flood plain varies i
width from 4000 feet near Denton Tap
p Road to 6000 feet in the central
portion of the District. Much of the land has been cleared for use as
pasture land, howe er there are significant areas which remain heavily
wooded. The District is drained largely b
9 Y y Denton Creek. A small unnamed
tributary to Denton Creek drains the upland portion of the District.
-3-
DANNENBAUM ENGINEERING CORPORATION
4 ' SECTION III
II DESIGN CONSIDERATIONS
3.01 General. The levee and channel improvements and drainage facilities
proposed in the Plan of
Reclamation for the District are designed to protect
lives and property from flooding by Denton Creek and the Elm Fork of the
Trinity River. The proposed improvements will be designed to provide a
minimum of 100 -year flood protection with the additional requirement that
the proposed levee will provide 500 -year flood protection.
3.02 Existing Denton Creek Flood Hazards. The 100 -year and 500 -year water
surface profiles under existing conditions were established using he
backwater model developed for the current flood insurance stud of g
Creek which has been approved b y Denton
PP y the Federal Emergency Management Agency
(FEMA). The model was further refined with the addition of four valley sections obtained fr m one -foot contour interval topographic maps. Starting
water surface elevat ons downstream of the proposed project and 100 -year and
500 -year flood disch rges within the project area were based on studies of
the Elm Fork and Denton Creek conducted by the U.S. Army Corps of Engineers
for FEMA. The 100 -y ar discharge in Denton Creek within the- project area
varies from 20,000 to 21,300 cfs. The 500 -year discharge is 36,200 cfs.
The backwater analy is was performed utilizing the Corps of Engineers
computer program HEC- .
-4-
DANNENSAUM ENGINEERING CORPORATION
The 10U -year floo plain for existing conditions and the location of the
valley sections us (d in the model are shown on Exhibit 3. The existing and
proposed condition 100 -year water surface profiles along Denton Creek are
shown graphically on Exhibit 5 and are tabulated in Table 3.1. The existing
and proposed condition 500 -year water surface profiles are tabulated in
Table 3.2 with the proposed condition profile shown graphically on Exhibit
5. Copies of thE HEC -2 computer printout for the 100 -year flood are
included in Appendix A and B.
3.03 Proposed Floo 1 Protection. The backwater model discussed in Paragraph
3.02 was utilized to analyse the affect that a system of levee and channel
improvements would have on water surface levels along Denton Creek. The
size and location of the proposed improvements were determined using the
basic criteria that the improvements should not result in water levels above
those allowed in previous FEMA flood insurance studies. The maximum
allowable water surface levels adopted by FEMA provide for reclamation of a
portion of the Denton Creek flood plain without increasing water levels more
than one -foot above levels existing prior to reclamation. The limit of the
area which can be re Itream laimed has been previously established by FEMA for both
sides of Denton Cree . The area in which reclamation is not allowed unless
improvements to the are constructed is designated as the "floodway ".
The proposed project will reclaim land within the present floodway as
established by FEMA However, the proposed channel improvements will
compensate for the en roachment into the floodway and will allow revision of
the floodway limits i accordance with-FEMA regulations.
-5-
DANNENSAUM ENGINEERING CORPORATION
t`
r
TABLE 3.1
100- EAR WATER SURFACE ELEVATIONS
DENTON TAP ROAD
32230
32250
32780
34130
35170
36970
39440
461.8
462.4
462.6
462.7
462.9
465.0
467.7
459.33
459.30
460.97
461.58
461.98
465.35
467.81
462.56
463.11
463.31
463.59
463.81
465.89
468.68
459.54
459.49
461.01
462.33
452.78
465.70
468.64
DANNENSAUM ENGINEERING CORPORATION
DENTON, CREEK
EM
TING AND PROPOSED
CONDITIONS
SECTION
WITHOUT
FEMA FLOODWAY
WITH FEMA
FLOODWAY
N0.
EXIST.NG
PROPOSEIT
EXISTING
PROP SED
CONDI
IONS CONDITIONS
CONDITIONS
CONDITIONS
18440
450.6
450.60
451.60
451.60
19330
450.81
450.82
451.75
451.72
19930
451.01
450.91
451.89
451.77
21560
451.81
451.24
452.41
452.03
22370
452.7
451.31
453.26
452.08
23800
453.3
452.02
453.98
452.64
24700
454.21
452.66
455.08
453.2.3
25530
455.0
453.30
455.86
453.76
26830
456.0
454.42
456.93
454.88
28080
457.1
455.55
458.13
456.06
28870
458.3
456.09
459.31
456.59
29610
459.3
456.97
460.24
457.33
30570
460.1
457.81
461.07
458.08
31230
460.9
458.52
461.80
458.79
32150
461.81
458.87
462.60
459.08
32200
461.5
459.32
462.41
459.53
DENTON TAP ROAD
32230
32250
32780
34130
35170
36970
39440
461.8
462.4
462.6
462.7
462.9
465.0
467.7
459.33
459.30
460.97
461.58
461.98
465.35
467.81
462.56
463.11
463.31
463.59
463.81
465.89
468.68
459.54
459.49
461.01
462.33
452.78
465.70
468.64
DANNENSAUM ENGINEERING CORPORATION
TABLE 3.2
500 -YEAR WATER SURFACE ELEVATIONS
DENTON CREEK
EXISTING AND PROPOSED CONDITIONS
SECTIO14
EXISTING (1)
PROPOSED (1)
NO.
CONDITIONS
CONDITIONS
18440
453.00
453.00
19330
453.22
453.17
19930
453.41
453.23
21560
454.01
453.75
22370
454.95
453.86
23800
455.61
455.12
24700
456.59
456.23
25530
457.39
457.16
26830
458.53
459.15
28080
459.77
460.41
28870
461.09
450.97
29610
462.10
461.35
30570
463.01
461.94
31230
463.71
462.71
32150
464.55
463.09
32200
464.04
462.72
DENTON TAP ROAD
32230
464.52
462.74
32250
465.93
464.17
32780
466.10
464.80
34130
466.52
465.93
35170
466.85
466.36
36970
469.83
469.74
39440
473.31
473.28
(1) Profiles compu ed assuming flow restricted to area within FEMA floodway
used in develo ing 100 -year profiles with floodway (Table 3.1).
-7-
DANNENSAUM ENGINEERING CORPORATION
3.04 Interior Drainage. The proposed levee will protect approximately 433
acres of land from flooding by the Elm Fork and Denton Creek with an
additional 127 acres reclaimed by placement of earth fill. However, storm
runoff from 1.5 square miles of land will accumulate within the area
protected by the levee. An interior drainage system will be provided to
manage this storm runoff and discharge it to Denton Creek. The system will
be designed to safely control runoff from a 100 -year flood and will consist
of an interior drainage lake and canal, a stormwater pump station, and a
gravity sluice.
The interior drainage lake and canal will serve as a means to collect and
store runoff within the leveed area. During periods of normal river stages
in Denton Creek, water stored in the interior lake will be discharged to the
creek through the gravity sluice. A stormwater pump station will be
provided to pump storm runoff from the interior lake during periods when
higher river stages prevent use of gravity flow.
in
DANNENBAUM ENOINEERINO CORPORATION
SECTIO14 IV
PROPOSED PLAN OF RECLAMATION
4.01 Proposed Improvements. The proposed improvements to be constructed by
the District will include construction of a levee, flood control channel,
interior drainage lake and canal, stormwater pump station, and gravity
sluice, and placement of compacted fill. These improvements will provide
for reclamation of approximately 560 acres within the District. Of this
total, approximate) 433 acres will be protected by the proposed levee,
while the remaining 127 acres will be reclaimed by placement of earth fill
to an elevation at least one -foot above the 100 -year flood level. The
proposed improvements are shown on Exhibit 4. Typical sections of the levee
and channels are shown on Exhibit 6.
4.02 Denton Creek Channel Improvements. Water surface profiles for the
100 -year and 500 -year floods assuming the proposed Denton Creek channel and
levee improvements are constructed were computed using procedures discussed
in Section III. Thee profiles are shown on Exhibit 5 and are tabulated in
Tables 3.1 and 3.2. The proposed improvements will not significantly
increase 100 -year water surface levels within or upstream of the project
area. The proposed channel will vary in bottom width from 180 -feet to
30 -feet as shown or Exhibit 4. The reach of 180 -foot channel will be
constructed by enlar ement of the existing Denton Creek channel.
DANNENBAUM ENOINEERINO CORPORATION
5
The reach of 100-foot channel willgenerally be a new channel to the north of
the existing creek Within this reach the existing creek will not be
utilized to carry flood waters. However, base flows will continue to flow
down the existing creek. The 30 -foot channel will be constructed parallel
to the existing creek channel and both will carry flood waters. The
proposed flow line of the channel improvements is shown on Exhibit 5. The
channel will have 3 horizontal to 1 vertical side slopes and its slopes will
be grassed for erosion protection. The proposed channel improvements will
require excavation of approximately 1,200,000 cubic yards of earth which
will be used to con truct the proposed levee and to reclaim land using earth
fill.
Channel improvements will be required under the Denton Tap Road bridge to
protect the bridge rom scoring velocities. These improvements will include
enlargement of the channel and concrete paving of the bottom and side slopes
for a distance of approximately 50 -feet upstream and downstream of the
bridge.
4.03 Levee
Improvements.
The proposed levee will protect 433 acres from
flooding by
the
00 -year flood on Denton Creek. The levee
will be
constructed
of compacted
earth fill and will vary in height from
5 feet to
10 feet and
will be
approximately 9200 feet long. It will have a
top width
of 12 feet
with 4
horizontal to 1 vertical side slopes. The levee will be
grassed to
provide
erosion protection. The levee profile is
shown on
Exhibit 5.
-10-
DANNENBAUM ENOINEERINO CORPORATION
I
The levee constr ction will require approximately 170,000 cubic yards of
earth fill which ill be obtained from the proposed channel excavation.
4.04
Reclamation
Using Compacted Fill. Approximately
127 acres of flood
plain
will be reclaimed
using 1,300,000 cubic yards of material obtained
from
the proposed
channel excavation and interior lake
and canal. The area
will
be filled to
a minimum level of one -foot above the
100 -year flood. The
fill
material will
be compacted and sloped to drain.
Side slopes of the
fill
will be 4 h
rizontal to 1 vertical and will be
grassed for erosion
protection.
4.05 Interior Dr�inage Facilities. The interior drainage facilities will
consist of a lake and a 6000 -foot drainage canal with a total flood storage
capcity of 225 acre-feet. A 400,000 gpm storm water pump station and a 10'
x 10' gravity slu ce will be provided to discharge water from the lake and
canal into Denton Creek. These facilities will protect the interior areas
from flooding by the 100 -year flood. A storm sewer system will be provided
by the developer as the reclaimed area is developed. The location of the
proposed facilities are shown on Exhibit 4.
Approximately 650,000 cubic yards of earth will be excavated to form the
interior lake and canal. This earth will be used to reclaim land as
discussed in Parag aph 4.04.
-11-
DANNENBAUM ENGINEERING CORPORATION
SECTION V
PROJECT COSTS
5.01 General. The total project cost is estimated to be $18,600,000. A
summary of the majo elements of cost is presented in Table 5.1. A
breakdown of these co is is presented in Table 5.2.
-12-
DANNENBAUM ENGINEERING CORPORATION
i
TABLE 5.1
SUMMARY OF PROJECT COSTS
A. Construction Cost
1.
Care of Water
of BIR *)
$100,000
2.
Clearing and Gru
bing
250,000
3.
Denton Creek Cha
nel
4,092,000
4.
Excavation
Bond Issue and
3,000,000
4.
Interior Drainag
Expenses
131,000
5.
Lake and Canal
(3% of BIR)
1,625,000
5.
Seeding and Sprigging
nd (95 acres at $20,000 /acre)
5009000
6.
Storm Water Pump
d Operating Expense
175,000
Station and Gravity
Sluice
3,000000
7.
Erosion Control
'
Structure
150,000
8.
Improvements to
hannel
Under Denton Tap
Road Bridge
200 000
9.
Contingencies (I-)%)
1,325,000
10.
Engineering
850,000
TOTAL CONSTRUCTI
N COSTS
$11,0003,000
B. Non - Construction Costs
I.
Legal Fees (2
of BIR *)
$ 3723,000
2.
Financial Adv
sion Fee
372,000
3.
Capitalized Interest
(2 years at 11 %)
4,092,000
4.
Administrative
Bond Issue and
other District
Expenses
131,000
5.
Bond Discount
(3% of BIR)
558,000
6.
Purchase of L
nd (95 acres at $20,000 /acre)
1,900,000
7.
Maintenance a
d Operating Expense
175,000
*Bond issue requirements
TOTAL NON- CONSTRUCTION COSTS $ 7,600,000
TOTAL BOND ISSUE REQUIREMENTS $18,600,000
-13-
DANNENSAUM ENGINEERING CORPORATION
NO.
1.
2.
3.
4.
5.
6.
7.
8.
TABLE 5.2
RELIMINARY CONSTRUCTION COST ESTIMATE
DESCRIPTION
Care of Water
Clearing and Grubbing
Denton Creek Channel
Excavation
Interior Drainage
Lake and Canal
Seeding and Sprigging
Storin Water Pump
Station and Gravity Sluice
Erosion Control
Structure
Improvements to Channel
Under Denton TO Road Bridge
-14-
UNIT
QUANTITY PRICE
L.S.
1
$100,000.00
AC.
250
1,000.00
C.Y.
1,200,000
2.50
C.Y.
650,000
2.50
AC.
250
29000.00
L.S.
1
3,000,000.00
EA.
3
50,000.00
L.S.
1
200,000.00
SUB -TOTAL
15% CONTINGENCIES
TOTAL CONSTRUCTION COST
t.- weliffm
$100,000.00
250,000.00
3,000,000.00
1,625,000.00
500,000.00
3,000,000.00
150,000.00
200,000.00
8,825,000.00
1,325,000.00
$10,150,000.00
DANNENSAUM ENGINEERING CORPORATION
SECTION VI
FEASIBILITY
6.01 En ineerin Fea ibility. An examination of this property indicates
that it is feasible from an engineering standpoint to provide the levee and
drainage improvements described in this report for the District. The cost
of these improvements will require the issuance of bonds in the amount of
approximately $18,600, 00.
6.02 Economic Feasibility. At full development the area included inside
the District should produce a taxable value of approximately $604,600,000.
The assesed valuation of the District is estimated as follows:
Residential (all types) $200,000,000
Commercial 404,600,000
TOTAL TAXABLE VALUE $604,600,000
Assuming an 11% interest rate on bonds funds, the average annual debt
service payment on $18,600,000 will be approximately $2,140,000 over a 30
year period. Based on a valuation of $604,600,000 and 90% collections, an
average tax rate of $C.40 per $100 valuation will provide $2,176,600 for
debt service requirements.
-15-
DANNENBAUM ENGINEERING CORPORATION
- ph
{S
C
s
To operate and maintain the complex control structures and to insure proper
mowing, cleaning, an maintenance of the drainage ditches, it is proposed
that an operation and maintenance tax be established, in the amount of $0.05
per $100 valuation, a suming 90% collections.
Based on the above figures, this project is believed to be economically
feasible.
-16-
DANNENSAUM ENGINEERING CORVORATI
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- : _ �• p /�Un PROPOSED DENTON
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_ _o ; �s FLOOB"PLAIN /
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��1 21560 BACKWATER SECTION
LOCATION AND NUMBER
I{ 52 'co
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i . , : EXISTING FLOOD PLAIN
` a' s 1000'
- = O AN_ D
BACKWATER SECTION \ LOCATIONS
SCALE M FEET
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EXHIBIT 3
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�I I SLUICE AND DISCHARGE, =;r -
I - - HANNEL
- _ PROPOSED INTERIOR C ;
_- — DRAINAGE LAKE AND
= CANALS —�
PROPOSED DENTPN �\ -
COUNTY LID, N0.` I �
_ PROPOSED C' --
LEVEE 1 PROPOSED AREA TO BE - —
j ( RECLAIMED BY PLACEMENT
OF EARTH FILL — _
j 100 B W F13RCSED FLOOD
IB B W C_NTROL CHANNEL
110 -.
j /vo \TRANSITION
i DENTON CO -
�IDALLAS C O 7`177' _ - — — , FANSITION
j I
j
..
PROPOSED IMPROVEMENTS UNDER - o s o
DENTON TAP ROAD BRIDGE �' PROPOSED IMPROVEMENTS
\ SCALE IN FEET
I . t" DANNENBAUM 'eNGINHRING CORPORATION EXHIBIT 4
u
zz
s.
MIN. TOP OF FILLJ '--
I
1
ADPRCX EXISTING STREAM, 3E
`` _ MIN. TOP OF LEVEE
t
� y
E _
FRC°CSE.- EXCAVATED CmAyNc_ c_ -- -
- - i� 4 3 31 3 D 29 24 23 22 21 20
.," 36 35 3 33 2 __ 28 _ .c 2` _
D!STANCE IN THOUSAND FEET ALONG EXISTING S' REAM S=C FROM COQ= r ._h" FORK C= "RIN:TY RIVER WATT
BACKWATER ;ECTION LOCATIONS
AND NJMBERS
o .o
0 0
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30, BW.
TP,.%SITION 100' B.W.
TRANSITION
0�
PLUS EXISTING CHANNEL
500 -YEG R FLC_OC W TH FLOODWAY
=_.,C= W:TH FL:_ --A-y
ENCROACHMENTS
PROPOSES CONDI'IONS
� S-ItiG CO'vJ1T10KS
—POC °OSED CONDITIONS
MIN. TOP OF FILLJ '--
I
1
ADPRCX EXISTING STREAM, 3E
`` _ MIN. TOP OF LEVEE
t
� y
E _
FRC°CSE.- EXCAVATED CmAyNc_ c_ -- -
- - i� 4 3 31 3 D 29 24 23 22 21 20
.," 36 35 3 33 2 __ 28 _ .c 2` _
D!STANCE IN THOUSAND FEET ALONG EXISTING S' REAM S=C FROM COQ= r ._h" FORK C= "RIN:TY RIVER WATT
30t
TYPICAL CHANNEL AND FILL SECTION
TYPICAL CROSS SECTIONS
EXHIBIT 6
{yt
COMPACTED
FILL 4
,1 3'0 500-YEAR WATER SURFACE
EXISTING GROUND
ZO'
/
\ /EXISTING DENTON
/
�f CRE-( CHANNEL
\ J
VARIES 100' TO 180'
_
TYPICAL CHANNEL & LEVEE
SECTION
DRAIN TO
- - DOWN DRAINS r i
GRASSED SLOPES FOR
I t EROSION CONTROL (TYP.)
IUU-Tt:AR
/
7A�7,7= 9/�j
WATER SURFACE \
!10
\\
\
I
3 3
\
/
�I I PROPOSED
EXISTING DENTON CREEK CHANNEL
CHANNEL
30t
TYPICAL CHANNEL AND FILL SECTION
TYPICAL CROSS SECTIONS
EXHIBIT 6
<53 E CA FORK
121 �, �; i, y - _._- _ _ •v\
�� �y
50 It
ii i \\ BNl 458 -
PROPOSED DENTON
_ I COUNTY L:I. D N0: t ,.
0 I ^'� 9 13
O Q _ O 15
je k
10 II FOR OWNER NAMES AND ADDRESSES
iL
~ �� _ rtt -y �� _ � I I I I. 14 I i i I � SEE EXHIBIT 8
18
Z
0�Q� 0, — _ - - O PROPERTY OWNERS
_ - SCALE IN FEET !� EXHIBIT 7
PROPERJY NNERSHIP NAMES AND.. )DRESSES
1. Trustees. E- Systems, Inc. Pool Trust
62511 LBJ Freeway
Dal as, Texas 75240
2. Robert B. Payne, Jr., et al.
c/o Robert D. Rash Assoc.
Fir t City Bank Bldg.
Gar and, Texas 75042
3. Jac Lively
P.0 Box 20162
Dal louglas as, Texas 75220
4. M. Adkins
150 Diamond Shamrock Tower
Dal as, Texas 75201
S. Cre k Bend Estates
6. Bar ey Johnson
(Ad ress Unknown)
7. Felix Munoz
Rt. 1, Box 1758
Car ollton, Texas 75006
B. Fid 1 Ramirez
Rt. 1, Box 1754
Carrollton, Texas 75006
9. James R. Fleming, et al
14531 Ablon
Dallas. Texas 75234
10. Elsie Edwards
Rt. 1, Box 180
Carrollton, Texas 75006
11. Cicero Long
Rt. 1, Box 182
Carrollton, Texas 75006
12. Ne tie Long
Ro to 1, Box 182 -A
Ca rollton, Texas 75006
13. William L. Cobb
Rt. 1, Box 186
Carrollton, Texas 75006
14. Nettie Long Addition
15. Charlene McInnish Kernes
1910 Hilltop
Carrollton, Texas 75006
16. Sylvia Gravely McInnish
19 0 Hilltop
Ca rollton, Texas 75006
17. Kenneth E. McInnish
19 0 Hilltop
Ca rollton, Texas 75006
18. J. . McInnish
19 0 Hilltop
Ca rollton, Texas 75006
19. Da las Gun Club
P.). Box 2050
Da las, Texas 75221
20. Te as State Department of Highway and Public Transportation
P.). Box 3067
Da las, Texas 75221
21. Vista Mortgage & Realty, Inc.
2001 Bryar. Tower, 35th Floor
Da sas. Texas 75236
EXHIBIT a