Estates DC-SY 850630FLOODPLAIN RECLAMATION STUDY
KEAS CONSTRUCTION TRACT
COP. PELL AND CARROLLTON, TEXAS
PREPARED FOR
VEENKER
INVESTMENTS,
JULY 1985
NDM
NATH~,N D. MAIER
CONSULTING ENGINEERS, INC.
Dallas,
NARRAYiVE
II.
III.
IV.
V.
VI.
INTRODUCTION
EXISTING CONDITIONS
FLOODING HISTORY
HYDRAULIC MODEL
RESULTS OF HYDRAULIC ANALYSIS
PLAN OF RECLAMATION
TABLES
1. SUb,MARY OF DISCHARGES
2. SUMMARY OF IO0-YEAR WATER SURFACE ELEVATIONS FOR
EXISTING WATERSHED DEVELOPMENT
3. -SUbiMARY OF CHANNEL VELOCITIES
4. iO0-YEAR WATER SURFACE ELEVATIONS FOR ULTIMATE
WATERSHED DEVELOPMENT
.PLATES
1. LOCATION MAP
2. PLAN OF RECLAMATION
3. PROPERTY & FLOODPLAIN BOUNDARIES
4. STREAM CROSS SECTIONS
5. STREAM CROSS SECTIONS
6. STREAM CROSS SECTIONS
7. PROPOSED CONDITIONS FLOOD PROFILES
APPENDIXES
A. REVISED EXISTING CONDITIONS WITHOUT FLOODWAY - COMPUTER INPUT/OUTPUT
B. REVISED EXISTING CONDITIONS WITH FLOODWAY - COMPUTER INPUT/OUTPUT
C. PROPOSED CONDITIONS FLOODWAY - COMPUTER INPUT/OUTPUT
ii
i. E,~TRODUCTiO:;
This report presents the results of a comprehensive study to develop a
floodplain reclamation plan for the Keas Construction Tract, a 46.09+ acre
tract in the cities of Carrollton and Coppell, Dallas County, Texas. The
tract, as shown on Plate 1, is located northeast of Sandy Lake Road and is
bisected by Denton Creek. The portion of the tract west of Denton Creek is in
the City of Coppell and the portion east of Denton Creek is in the City of
Carrollton.
Objectives of this study are to determine the existing 100-year
floodplaiJ limits on the subject tract and to determine the maximum amount of
land that can be reclaimed from the floodplain without causing a negative
impact on existing hydraulics in this reach of Denton Creek and the Elm Fork
of the Trinity River. This report contains a discussion of the study
methodology, existing and proposed hydraulics, and a recommended plan of
reclamation.
II.
~XI$iING CO~DiiiONS
The Keas Construction Tract is partially bordered on the ,west by the
Lakes of Coppell Project and on the southwest, a small portion is adjacent to
Sandy Lake Road. Denton Creek meanders through the tract from north to south.
Topography in the tract is relatively flat with elevations averaging
about 444 and 446 along the high bank of Denton Creek. The portion of the
tract east of Denton Creek is wooded, especially along the Denton Creek
channel. The portion west of Denton Creek is a cleared open field.
The confluence of Denton Creek with the Elm Fork of the Trinity River
is approximately 1.5 miles downstream from the Tract. Because of the large
magnitude of floods on the Elm Fork and the resulting broad floodplain, the
lO0-year flood elevation on the Tract is controlled by the Elm Fork rather
than by Denton Creek. This is documented in the Flood Insurance Studies
(F.I.S.) for both the City of Coppell and the City of Carrollton. These
F.I.S.'s als~ show that the entire Tract is within the Elm Fork floodway.
Therefore, the hydraulic analysis to determine the amount of land to be
reclaimed was based on the Elm Fork of the Trinity River hydraulic model.
2
The maximum flood of record on both the Denton Creek and Elm Fork
watershed occurred in Hay, 1908. The estimated peak discharg~ on the Elm Fork
for this flood was 1~5,000 cubic feet per second (c.f.s.). In 1952 and 1954,
the Lake Grapevine and Lake Lewisville reservoirs respectively, were put into
operation. These reservoirs have significantly reduced flood peaks on the Elm
Fork and Denton Creek. Since that time, the maximum flood on the Elm Fork
occurred in September, 1964 with a peak discharge of 33,000 c.f.s. In
November, 1981 another large flood with a peak of 21,100 c.f.s, occurred on
the Elm Fork.
The lO0-year flood discharge used for this study to determine the
existing floodplain area was taken from the City of Coppell and City of
Carrollton Flood Insurance Studies. This discharge varied from 37,400 c.f.s.
to 29,300 c.f.s, depending on the location on the Elm Fork. Table 1
provides a summary of the discharges used in this study for the 10-year, 50-
year,'lOO-year and 500-year frequencies for existing watershed development.
A lO0-year discharge of 55,800 c.f.s, was used to determine~ fill
elevations for reclaimed land. This discharge is higher than the existing
condition lO0-year discharge and is based on the assumption of fully developed
future conditions in the Elm Fork watershed. The discharge was developed by
Albert Halff and Associates, Inc. for a development in the Elm Fork reach
downstream from Belt Line Road.
TABLE 1
SUMMARY OF DISCHARGES
ELM FORK OF TRINITY RIVER
STREAM
CROSS
SECTION
lO-YEAR~
50-YEAR~
PEAK DISCHARGES (C.F.S.)
IO0-YEAR~ 500-YEAR~+
iO0-YEAR**
966.7 16,400 30,200 37,400 65,000 55,800
967.6 16,400 30,200 37,400 65,000 55,800
968.1 16,400 30,200 37,400 65,000 55,800
1006.0 16,400 30,200 37,400 65,000 55,800
1014.0 15,800 27,100 33,900 59,500 55,800
1022.0 15,800 27,100 33,900 59,500 55,800
1030.2 15,800 27,100 33,900 59,500 55,800
1090.0 15,300 23,800 29,300 59,500 55,800
Taken from the
Studies and based
** Based on ultimate
City of Coppell and City of Carrollton
on existing watershed development.
future watershed development.
Flood
Insurance
IV. HYDRAULIC MODEL
Elm Fork water surface profiles affecting the Keas Construction Tract
were computed using the LRD-1 Backwater Profile computer program developed by
the U.S. Army Corps of Engineers, Fort Worth District. Although several
computer programs are available for backwater analysis, this program was
selected since the F.I.S.'s for the City of Coppell and the City of Carrollton
utilized this program. This model was obtained from the Corps of Engineers
and revised to reflect proposed conditions at the site.
Three hydraulic models were used in this reclamation study.
models are described as follows:
These
REVISED EXISTING CONDITIONS WITHOUT FLOODWAY. This model is the
original LRD-1 model obtained from the Corps of Engineers and
modified to include the elevations at the Carrollton gage
following the 1981 flood. Stream cross section 1006.0 was added to
properly define the Keas Construction Tract. No'encroachments are
included and this model is used in this study as the natural
condition without a designated floodway.
REVISED EXISTING CONDITIONS WITH FLOODWAY. This model is the
"Revised Existing Conditions Without Floodway" model with the
existing and F.I.S. floodway encorachments added to model the lO0-
year floodway. Sections 966.7, 967.6, 968.1 and 1006.0 were
encroached to the limits of two recently approved reclamation
projects including the City of Carrollton (downstream from Sandy
Lake Roa~ on the west overbank of the Elm Fork of the Trinity River
and the Riverchase development (downstream from Sandy Lake Road on
the west overbank of the Elm Fork). Upstream at sections 1014.0,
1022.0, 1030.2 and 1090.0, encroachments from the Lakes of Coppell
development were used on the west overbank and the existing F.I.S.
encroachments were used on the east overbank.
PROPOSED CONDITION FLOODWAY. This model is essentially the same as
the "Revised Existing Conditions With Floodway" model except that
the proposed condition floodway encroachments for land reclamation
at the Keas Construction Tract have been added. In general, these
encroachments are a continuation of the encroachments upstream set
by the Lakes of Coppell study and tie into the encroachments
established in the Riverchase development located downstream from
Sandy Lake Road on the west bank of Denton Creek. The mannings "n"
values at stream cross sections 1006.0 and 1014.0 were lowered from
0.085 to 0.070 and 0.075 to 0.070 respectively to reflect clearing
in the floodway for fill material borrow sites.
The computer input and output of these hydraulic models is presented in
Appendixes A, B and C.~
The above described models for the Elm Fork begin at river station
966.7 (Carrollton Dam) and extend upstream to station 1090.0. As noted
previously, the ~original model was revised by the Corps of Engineers in
September, 1983 to reflect a change in the U.S. Geological Survey rating curve
that resulted from the 1981 flood on the Elm Fork. After the 1981 flood, the
U.S.- Geological Survey recomputed the elevation-discharge relationship at the
Carrollton gage and, in general, the elevations for a given discharge were
approximately 0.5 to 1.0 feet higher than for the pre-1981 condition. As a
result, the water surface profiles for existing conditions are higher than
those shown in the City of Coppell and City of Carrollton F.I.S. The profiles
based on the updated rating curve for this gage were used, however, since they
more accurately represent the flood elevations in this reach of the Elm Fork.
The revised gage data was not available when the original F.I.S.'s were
prepared.-
6
RESULTS OF HYDRAULIC ANALYSIS
The results of the hydraulic analysis are summarized in Table 2. As
shown in this table, the lO0-year water surface elevations for the "Revised
Existing Conditions Without Floodway" are higher than those shown in the
F.I.S. for the cities of Coppell and Carrollton. This is due to the updated
rating curve at the Carrollton Dam (Section 966.7) as a result of the 1981
flood. Similarily the water surface profile for "Revised Existing Conditions
With Floodway" is also higher for the same reason. The elevation for
this profile is 1.7 feet higher at the Dam and diminishes to 0.05 feet higher
than the F.I.S. elevation at Section 1090.0. The lO0-year profile for the
'Revised Existing Conditions With Floodway" is considered to be the baseline
condition for evaluating the impact of the proposed reclamation plan.
In general, the encroachments are a continuation downstream of the
encroachments determined for the Lakes of Coppell study. The proposed
encroachments tie into the floodway approved for the Riverchase development
downstream from Sandy Lake Road. As shown in Table 2, the proposed
encroachments will result in an increase in the IO0-year water surface
elevation of only 0.0 to 0.02 feet above that for the "Revised Existing
Floodway Condition." Therefore, negative hydraulic impacts resulting from
the proposed encroachment are negligible.
Channel velocities in the Elm Fork will not be significantly altered by
the proposed reclamation. Channel velocities for revised existing and
proposed floodway conditions are summarized in Table 3. The property
boundaries and revised existing and proposed floodway and floodplain
boundaries are shown on Plates 2 and 3. Plotted stream cross sections are
shown on Plates 4 ~hrough 6 and the flood profiles for the proposed conditions
floodway are shown on Plate 7.
7
;3::I .
TABLE 3
SUMMARY OF CHANNEL VELOCITIES
ELM FORK OF TRINITY RIVER
EXISTING WATERSHED DEVELOPMENT IO0-YEAR DISCHARGE
STREAM
CROSS
SECTION
CHANNEL VELOCITY ~FT/SEC}
REVISED
EXISTING PROPOSED
CONDITIONS CONDITIONS
WITH FLOODWAY FLOODWAY
966.7
967.6
968.1
1006.0
1014.0
1022.0
1030.2
1090.0
6.3 6.3
7.1 7.2
5.1 5.3
2.6 2.6
2.9 2.8
2.9 2.8
2.6 2.6
4.5 4.5
VI. PLAN OF RECLAMATION
The recommended plan of reclamation involves filling the existing
floodplain portions of the tract to the west of floodway boundary as shown on
Plates 2 and 3. Ail of the reclaimed land is in the City of Coppell. Under
existing conditions, the entire tract, 46.09+ acres, is in the floodway of the
Elm Fork. With the proposed floodway, 35.122 acres would remain in the
floodway; thus, yielding 10.973 acres of reclaimed land.
It is recommended that fill be placed to an elevation two feet above
the flood elevations for the lOO-year existing watershed conditions or 1.0
feet above the flood elevations for the lO0-year future watershed conditions, -
whichever is higher. The lO0-year water surface elevations for ultimate
watershed development and the recommended fill elevations are shown in Table
4. Approximately 65,000 cubic yards of fill material is required to remove the
reclaimed portion of the tract from the lO0-year floodplain. This material can
be borrowed from the floodplain portions of the tract. In the area adjacent to
the'Lakes of Coppell DevelopmEnt, fill should be placed consisten~ with that
project.
l0
TABLE 4
iO0-YEAR WATER SURFACE ELEVATIONS
FOR
ULTIMATE WATERSHED DEVELOPMENT~
STREAM PROPOSED RECOMMENDED
CROSS CONDITION FILL
SECTION FLOODWAY ELEVATION~
966.7 446.20
967.6 446.10
968.1 446.72
1006.0 447.81
1014.0 447.98
1022.0 448.20
1030.2 448.44
1090.0 450.39
447.79
448.81
448.98
Q 100 = 55,800 c.f.s.
Recommended fill elevation is 1 foot above lO0-year ultimate watershed
development water surface elevation or 2 feet above the lO0-year water
surface elevation for existing watershed development, whichever is higher.
458 %
CITY BDY
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IVATHAN D. HAIER
CONSULTING EN6IN[ER$ INC.
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STREAH CROSS SECTIONS
ELM FO~K
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CONSULTING
FRINITY RIVER
ID, MAIER
ENGINEERS INC.
x, ~ I00 YR. W.S. EL.~l~l.6.Si5
DENTON CREEK
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SECTZON 1014.00 #10 ·
· I00 YR. W.S. EL. 446.99
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PLATES
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CROSS SECTTONS
ORK TRTNITY RIVER
I THAN D. HA!ER
TING ENGINEERS INC.
)ALLA$, TEXAS
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PLATE 6
STREAH CROSS SECTZONS
'ELH FORK TRTNZTY RZVER
NATHAN D. HA T_ER
--ONSULTZNG ENGZNEERS
DALLAS. TEXAS
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480
470
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1450
440
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430 oz
420'
410
100.0
PLAI'E 7
STUDY
NOT TO SCALE
P'ROPERTY._LINE
PROPOSED FLOODWAY BOUNDARY'
.PROPOSED FLOODWAY BOUNDAR / ~
· /
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//
TOTAL AREA OF TRACT : 46.095 ACRES
Land Area Within Exist
Floodplain/Floodway
Land Area Within
Proposed Floodway
Net Reclaimed Area
: 46.095 Acres
= 35.122 Acres
= 10.973 Acres
PLATE 3'
PROPERTY & FLOODPLAIN BOUt)ARIES
APPENDIX A
REVISED EXISTING CONDITIONS WITHOUT FLOODV/AY
COMPUTER INPUT/OUTPUT
JUL '-~ 15:1~:2C .~,$31JC1~*;,5. 105
DATA FILE: KEAS'hAT
iLP, FJF~ W/LA:<ES OF COF~ELL AND CAR~CLTO,~ FLOODWAY ENCROACHMENTS
i/;~;',, XSEC 1CIG~1022 ~S ADDEt IH LAKES OF COPPELL STGDY (FILE:KEASNAT)
~EAS rR,iCT A~U~AL FL~CgWAY .... SECTICN 1~06 ADDE~ TO MODEL
l~IS F~LE EASED CN REJISED USGS 6AGE DATA(CAR.~OLLTON NR)1981
S~[ FILE ~FFIA3 FOR ~OWNS~REAM C~HPS
~[LE C~6~TED ~/23/~3 - ~.~YFIELD/t,~CDIFIED EY ND'~ 7124/85
~iSCHA~ES ~CR 1G,50,1C~ 5' 5C0 Y~ FAE'.) ~ 1gO Y~ FUTURE
RU;i 0~'~ 29 JLc 55 AT 1~:14:1&
SF.C 1,9. 9 b~..70C
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1 I b~OU.C ~ ~.Z-. ~.£ ~,C'~' · ~ $C ,0.223
.j. ~2. 0.o5 0.71 4.01 0.00
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· *** ~ 5~OO.C - q~.137 44~.398 0.262 3.47~
O. O. ~.78 1.55 6.02 -0.13 0.72
SEC ~0. 96E.10G. " '
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0.75 0.79 2.2C 0.65 0.12 .
447.17G 447.2,21 0.G32
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44b.7S4 _446. 782 C .C28
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2 .G67
1,812
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PAGE
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jUL
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PAGE
.~ jOL c5 11:.~:32 8501JC13~KEASNAT
9o6.7;2 9*0 - ~ ·
£cM F~I~.~ W/L'~KES OF COPPELL A,~ (ARRCLTON FLCODWAy ENCROACHMENTS
~x~,E'~ XSEC 1C14,1022 AS ADDED IN LAZES OF COPPELL STUDY (FILE:KEASNAT)
~AS TGACT ~TUR~L FLOODWAY .... SECT~C-N 1CG6 ~DDED TO MODEL
IH[5 FILE EASED ON REVISED USGS. GAGE D~TA(CARROLLTON NR)1981
~EE FiLE ;FF]A3 FOR DOWNSTREAM CCMPS
~[LE C~EATED g/23/83 MAYF]ELD/MCDIFIEC EY NOM 7/24'/~5
CiSCHqa,,JES FCR 1Ci50,100 R~ 5C0 YR FREQ ~ 100 YR FUTURE
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PA.G E
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"G" 5~C 450 1000 ,447 12GC 4~7 1~C0 44~' 2C60
~200 ~41.5 3400 442 4000 ~50 440C 4S1 4~C0 ~7
)000 ~47 540C 443 5700 .443.5 5966 445 6~70 442
E~?O 44~ ~44~ 443.5 7500. 441 759C 439.5 7610 ~37.5
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JUL ~J 11 :~:32 8501JG13~(,:ASN.AT PAGE
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9050.0G 44~.50"9~60.C0 455.0[ ~.~00.OC C.OO 0.00 O.eO.O. O0
APPENDIX B
REVISED EXISTING CONDITIONS WITH FLOODWAY
COMPUTER INPUT/OUTPUT
5,-,T~ FT.L;': Y,':A,~F~X
,-L:'; F.3;'(< .~ / ,...,: ;, -- .i 'iF CjF.;~:~LL ~:;[', C,',r~CL1 }k FLCOO',~Y ENCR'3ACh~'FNTS
,/,,:', XSES 1CI'-,,1 ]2Z ,'~S ADDEC. Irj LA,~E$ .iF COFmELL STUDY
.<~.~.~ I~.?,CT S;~iSi'I IG FLCGC:,AY .... ~CT[Oi'- 1.]Cfl .~.r, OE~ TC
1~£S F[~_E OASE:5 C?I RF.V!SED USGS 6AG-_- DAi'A(CA~::tCLLTFJ.~I N.q)I~E1
S~.E FiLd ~FF]~-z' F').~ D,),..;i-~TR'F~'t CC',IFS
C~.SCt,:,f~GES cC'~. 1[,5g, l,. ] '. 56 .'! Y.~ FeE. ] " '1 '~] eR FUTURE
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JJ01JCI~
~r COP~LL ~ND C~RRCLTO~' FLCODWAY ENCROACHMENTS '
./N~ XSEC 1C1~,l:J2Z ~S ~CCEC IN LAKES OF COPPELL STUDY (FILE:KEASFwx)
~cAS ~ACT EXISTI'~G FLO'3OWAy .... SECTION
iNiS FicE 5ASED CN .REViS:~ USGS GAG; DATA(CARROLLTCN NR)19~1
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APPENDIX C
PROPOSED CONDITIONS FLOODWAY
COMPUTER INPUT/OUTPUT
JUL C~ 13:~J:1~ 5.~01jCI~'~,~ 100 2AGE
Fl:L,:: KEASFJP
FO~.~ ,,/L~",E$ OF COF'PELL ~:,l~r CARRCL1.]D, FLGOD4AY ENCROaCH?lENTS
X3~C 1C14,1222 AS ~,']~.:-:- ':N LAK~ OF CGF~r:LL STI~DY (FILE:KEASFWP)
T~ACF :G3PDSED FLCOD..AY .... SF. CTiON 1036 ADDED TC FODEL
FiLE s'-~S=D CN ~EV~.~E[; USGS GAG,: D~T;,(CA~OLLTON NR)1981
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~LF, I F,~;,.< ,/Lf-.-;:.S .]F C.]F~=LL ~;C CARRCLTJk FLG~D~Y ENC~O~CH.'4ENTS
~/N2~ XSEC 1Ci~,1022 ~S ;~DEC :N LA~ES gF COPPELL STUO~ (FILE:KEASF~P)
~cAS ~ACT PFOP:2.~D FLCg~,.A'f .... SECTION 1~,]'~ ADDED TC
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