FS9901-SY 990405Ill Halff Associates
ENGINEERS * ARCHITF, L'TS · SCIENTISTS
PLANNERS · SURVEYORS
8616 NORTHWEST PLAZA DRIVE
DALLAS, TEXAS 75225
(214} 346-6200
FAX (214} 739-0095
April 27, 1999
17669
Mr. Kenneth M. Griffin, P.E.
Assistant City Manager/Director of Public Works
City of Coppell
255 Parkway Blvd.
Coppell, Texas 75019
R.E: Application for Corridor Development Certificate - Windsor Estates, City of Coppell, Texas
Dear Mr. Griffin:
Please find attached 2 additional copies of the Corridor Development Certificate (CDC) for
Windsor Estates in the City of Coppell, Texas, which you requested.
At this time, we would like to postpone the preparation of the Conditional Letter of Map
Revision (CLOMR) application until the U.S. Army Corps of Engineers {COE) has reviewed the
complex hydraulics at the Elm Fork/Denton Creek confiuence. After that review and revisions
as necessary, the CLOMR application can be prepared and forwarded to the Federal Emergency
Management Agency (FEMA) with a note confirming COE review and approval.
If you have any questions or comments, please call me at 214-346-6220 or Russell Erskine at
214-346-6225.
Sincerely,
HALFF ASSOCIATES, INC.
Walter E. Skipwith, P.E.
Vice-President
Enclosures
cc: Mr. Kelly Jordan
Files
DALLAS * FORT WORTH · HOUSTON * IVlcALLEN
TRANSPORTATION * WATERRESOURCES * LAND DEVELOPMENT * MUNICIPAL * ENVIRONMENTAL * STRUCTURAL
MECHANICAL * ELECTRICAL * SURVEYING * GEOGRAPHIC INFORMATION SYSTEMS
ARCHITECTURE · LANDSCAPE ARCHITECTURE · PLANNING
I
Halff Associates
ENGINEERS · ARCHITECTS · SCIENTISTS
PLANNERS · SURVEYORS
8616 NORTHWEST PLAZA DRIVE
DALLAS, TEXAS 75225
(214) 346-6200
FAX (214) 739-0095
April 2, 1999
AVO 17669
Mr. Kenneth M. Griffin, P.E.
Assistant City Manager/Director of Public Works
City of Coppell
255 Parkway Blvd.
Coppell, Texas 75019
Re: Application for Corridor Development Ce~ificate- Windsor Estates, City of Coppe!l, Texas
This letter accompanies a Con~dor Development Certificate application for Windsor Estates, a 15.8 acre
site on Denton Creek located at the end of existing Deforest Road. The site is intended to be developed as
a single family residential subdivision.
The site is located within the Denton Creek flood plain. A potion of the flood phin (8.4 acres) is proposed
to be reclaimed by fill. Impacts of the proposed reclamation will be offset by construction of a proposed
swale and pond within the 15.8 acre site.
Please review in accordance with City of Coppell Flood Plain regulations end Corridor Development
Certificate criteria. ff additional information or review fees are needed, please call me at 214-346-6220 or
Russell Ersldne at 214-346-6225.
Sincerely,
Walter E. Skipwith, P.E.
Vice-Pmiident
Enclosures.
cc Mr. Kelly Jordan
Files
DALLAS * FORTWOFfll'I · HOUSTON, McALLEN
TRANSPORTATION · WATER RESOURCES · LAND DEVELOPMENT · Iv~INICIPAL · ENVIRONMENTAL. STRUCTURAL
MECHANICAL ° ELECTRICAL , SURVEYING · GEOGRAPHIC INFORMATION SYSTEM8
ARCHffECTURE · LANDSCAPE ARCHITECTURE · PLANNING
Corridor Development Certificate
Application
for
Windsor Estates
on
Denton Creek
y x
8611
InC.
AVO
Apr, l 1~99
HALFF ASSOCIATES, INC ..
ENGINEERS · ARCHITECTS · PLANNERS.
Windsor Estates
Corridor Development Certificate
Table of Contents
I. Project Description
A. General
B. Stream Description
C. Existing Conditions
D. Revised Existing Conditions
E. Proposed Conditions
F. Results
G. Permits
H. Corridor Development Certificate Forms
IH. Tables
IV. Figures
V. Appendices
Appendix A
Appendix B
Appendix C
Appendix D
Photographs
Revised Existing Conditions 1. Model Output (HEC-2)
2. Cross-sections (HEC-RAS)
Proposed Conditions 1. Model Output (HEC-2)
2. Cross-sections (I-IEC-RAS)
Digital HEC-2 and HEC-RAS Input Data Files on Diskette
Page#
1
1
1
2
2
3
3
Table 1
Table 2
Table 3
Table 4
Table 5
List of Tables
Water Surface Elevations (Existing Conditions vs. Revised Existing
Conditions)
Velocities (Existing Conditions vs. Revised Existing Conditions)
Water Surface Elevations [Revised Existing Conditions vs. Proposed
Conditions)
Velocities (Revised Existing Conditions vs. Proposed Conditions)
Water Surface Elevations vs. Levee Elevation
PROJECT DESCRIPTION
Engineering Study
in Support of a
Corridor Development Certificate
for an 15.8 Acre Site Adjacent to Denton, Creek in Coppert, Texas
General
This study was undertaken to provide the necessary technical data for approval of
a Corridor Development Certificate (CDC) for a 15.8 acre site on Denton Creek in the
City of Coppell, Dallas County, Texas, as shown on Figure 1. The project is
appwximately 3. l0 miles upstream from the confiuence of Denton Creek with the Elm
Fork of the Trinity River, and extends upstream appwximately 0.31 miles. Under the
1992 Upper Trinity River Corridor CDC Zone mapping and the City of Coppell, the site
is considered to be in the CDC Regulatory Zone.
Stream Description
Denton Creek is one of the major streams in the North Central Texas Area. It and
its tributaries drain 719 square miles with 695 square miles of drainage area being
controlled by the dam at Lake Grapevine. Below the dam, Denton Creek flows in a
easterly direction through the Cities of Grapevine, Lewisville, Carrollton, and Coppell
before outfalling into the Elm Fork of the Trinity River just above Sandy Lake Road.
Denton Creek in the project area is approximately 110 ft wide (bank to bank) at
the downstream end, and approximately 520 feet at the upstream end. Due to the
proximity to the Elm Fork of the Trinity River, the flood plain is wide and relatively fiat.
For example, ground elevations nearest the creek are higher than the surrounding flood
plain due to the natural levee building process the creek once had before Lake Grapevine
was built. Other characteristics show that the creek has eroding banks or side slopes, as
well as, a mature stand of trees along the banks. Water quality is relatively good.
Photographs of the area can be found in Appendix A.
Existing Conditions
Denton Creek drains approximately 24 square miles (not including the area above
Lake Grapevine) at the pwject site. Based on a fully developed watershed for this aru,
the 100-year flood discharge is 23083 cfs. This discharge was developed by Kimley-
Hem and Associates in January 1990, using the U.S. Army Corps of Engineers HEC-1
computer model, and is also noted in the January 1991 report titled City Wide Storm
Water Management Study for the City of Coppell, Texas, prepared by Albert H. Halff
Associates, Inc. Discharges for the 500-year flood (fully developed watershed) or for the
Standard Project Flood {SPF) has not been determined for Denton Creek.
The existing conditions hydraulic c0mput~r model used in this study is that which
was developed for the Cambridge Manor Estates LOMR dated March 29, 1995, by
Dowdey, Anderson and Associates, Inc.
Revised Existing Conditions
To reflect current (1999) conditions, revisions to the existing conditions hydraulic
model were required. Cwss-sections had to be added downstream and through the study
area to better analyze the pwposed development. Left overbank topographic information
for cross-sections 0 through 14 was taken from topography associated with the Trinity
River. Channel data was taken from information provided by the Corps of Engineers
except for cwss sections 13 and 14 which used FEMA information. The right overbank
information is taken from both existing Trinity River topography (cross-sections 0
through 2) and from new City of Coppell topography (cross-sections 3 through 14).
Cross-section topography modeled in sections above 14 were not altered.
Other changes made to create the revised existing conditions model, were the split
flow analysis at the road leading to the Dallas Gun Club. This road functions as a weir
(cross-sections 0 through 12), and flow over the road would join the Elm Fork - Trinity
River flood plain. Also, ineffective flow areas on the left overbank were added for cross-
sections 10 through 14, and cwss-sections 18440 and 19330 were eliminated. A
comparison between water surface elevations and velocities area shown on Table 1 and 2,
respectively. Model output and HEC-RAS cross-sections (for revised existing conditions
only) can be found in Appendix B. Figure 2 shows a detailed overview of the Denton
Creek reach in which changes were made.
Proposed Conditions
The proposed pwject consist of filling a portion of the 15.8 acres with fill for the
purpose of developing single family lots. A swale and a pond are proposed to offset
conveyance losses, maintain water surface elevations, and provide valley storage. See
Figure 3 for a detailed schematic of the pwposed pwject area.
For proposed conditions, the revised existing conditions HEC-2 model was altered
in the following manner. Cwss-sections 6 and 7 were changed to reflect a pwposed pond
with a normal pool elevation of 447, and with ineffective flow limits near the existing
banks of the creek. Cross-sections l0 through 12 were changed to reflect a swale with a
bottom elevation of 448.2 and with side slopes of 4:l and 6:1. And cwss-sections 9 and
13 were changed to reflect fill at various slopes greater than 4;1. Manning's "n" values in
the stream and right overbank were changed at all cress-sections between 6 and 13 to
reflect proposed conditions. Due to the proposed development, the ineffective flow limits
were changed to a location closer to the creek on cross-section 14.
A split flow analysis was prepped, The resulting Denton Creek flood discharges
from the revised existing conditions model were also used in the proposed conditions
model.
A comparison of water surface elevations and velocities for revised existing
conditions and proposed conditions can be found in Tables 3 and 4, respectively. Also, a
table (Table 5) has been included to show proposed water surface elevations as compared
to the elevation of the levee located North of Denton Creek (left overbank) from cross-
section 19930 to the end of the model. Model output and HEC-RAS cross-sections can
be found in Appendix C.
Results
Under proposed condition, there is no increase in the 100-year flood elevation
(fully developed landuse). A maximum rise of a 0. 12 ft. occurs for the 500-year flood
elevation (Flood Insurance Study discharge) would occur as a result of the proposed
project. Valley storage was computed using standard embankment computation
techniques. Valley storage losses at the 100-year flood level are 9.46% and 18.19% at the
500-year level.
Corridor Development Certificate forms are located at the end of this report.
Permits
A Conditional Letter of Map Revision (CLOIVIR) application is currently being
prepared for submittal to the Federal Emergency Management Agency. This application
will be completed and forwarded to the appropriate review authorities upon approval of
this submittal.
CORRIDOR DEVELOPMENT CERTIFICATE FORMS
[':
STANDARD CDC FORM - PART I
gi~l~Trs ~Zm~d~_'At
fro be suppiild4~y CDC/Floodplain AdmiNsuam~
Adminisllm~lfkd'l!~s i. :-,tl4:: %ll'~k ... _ f'. · 1 - :-'1 j wilt' ' ' 2 (unless an
exempci0e~ granwd)..lbs ffP.fom~ssd41mF. ll~ir- ... TIll IJ~diewG. fi~ "~ IE dR Fr..'ties designated
on the ffYfonn.)
Apldllam~ Reprssemta~ve.,. ld0lliff** person knowledg~ge of and amiKwiz~d-to. respond to questions
conc~mis!l~ provided by tl~ Appik~m.
Nmf. e:,~ Walter E. Skipwith, P. E. .
Address:, 8t~,¢11l.. ~1 il. Jt;'Plazs :,.I~.
Dallas, Tenas 75225
Telephone/fax/c-mail:
(214} ,346~ ,/C214) 739~Jer~ /
CDC Applicant: Kelly Jordan
Property Own... Coppell OpttnnlS Asse~;s: Halff Associates
Project Name: Windsor Estates
Upper Trinity River F~msiblNt,/SMy Mapping GIld ID:
MAi~CO and Location Rderenee: '
(l~eom~y~ Cepneit / Dallas
l~ H~ :Associates. lnc.
PfiljetlGik(e,l '~ ~ 1"L7~
IB, Deforest Rd.
Location. Provide general ~ption of location. including gree~address, n~m~ero~street, and ida,lifted
impacted V}ater bodies:
Mapsco page 1B; end.of Deforest Rd.; MacAr~;hUr ~.Dsmton Greek
4. Site plan. (a) Please aUachl kl :: , 18 l/2a il). fT".' "itl't' f " ~ ,42-Ne
(b) PI~~ ~I~:VI -(Ita,=c~ll). a: - ........... ONo
7. AppHeantrequemsan~w. mptl01wm'vadanee to ~ ~terit [:~rifs~ [] No
[ Please attach iuppeling material ]
F
STANDARD CDC FORM - PART 2
Detailed Hydrologic/Hydraulic Information
F
F
CD43T~COde~ .
Site Plan.
Please attach a detailed sif~ plan. Plans attadked: nO-Yes [::] Ne
The scale ofproject plans shall IXovidc ,,a~ dr~l of the wit,~c p,~t ~ ,,Jl as indivMuSl features of the
project. The plaint shodd :d~:rw f~he ~ of ~ ~ geguJatCty Roedway and ~he layout of cross-sections
us~dinth~hydrau~_s~,~e! Proposedchang~stoth~shOuldl~o~,arly~aAvn~
LegaJ.provbionforcommun~,_..=nl~_: f~'fVJk:! i :~rIW--~t af' ~ IYes
F
STANDARD CDC FORM PART 2 - CONTINUED
Hydrologic/Hydraulic Information
100 YEAR FLOOD EVENT
hydraulic impac~ offhe proposed project:
!)(sci~rges:
Cbnnnd, yelod~es:
Water~Ufface
Elevation (NGVD):
Please provide the following da~a to characterize the hydrologic and
Pre-,P~o,~Ct Post-Project Change
230~3' cfs. N/A
t{3{M)5' < ~ N/A * N/A
Ktm].ey-Horn and Associates teport
January 1990
L99
6.40 'fps... .6,za3 fl~;..
453,29 ...... /+53,24
452,61 e.,, 452 ~ 56 ~L: 10..05
450,83 ft.. 450.82 t~~ - 0.01
453.37 fi' 453,33 ft - 0,04
453,41 ft. 453,37
453.53 'ft 453,50 ft - 0,03
453,52 IL ~453,49 .= ft. -0,03
450.59 ~ .L~O. 59
450,06 ft 450,05 ft. - 0,01
/~7,90 /~ 447,90 ft. O',O0
Hydrologic / Hydraulle fntpa. et
Ul~tr~am B~Hm~.
Downstream Bounda~.
Source of discharge data:
Date of discharge data:
Ul~u~ma~medary:
Downsu~am Boundmy (DB):
5~OfL upmream of UB:
1360ff. upst~am of UB:
1ZS, Ofi- upsn~am of lIB:
1 a do~slre..sm ~DB:
~. downstream of DB:
211L~% downsuesm orDB:
Project Lands in 13.90
Floodplain:
Valley Storage on , 4 3.4 3
Project ~ ~-~ds:
5,48 ~c. - 8.~2
39,32 he;it :'-4,11
9.46
The CDC applimien shall i.ehade lasts and ele~-~dc data fifes ~ ~ecunm hydraulic model .(HEC-RAS,
obtained from the USAC~ of616is-sectiOnsit~' p~roj~ct and widl-project conditions. Water surface profiles for
100-year flood and Standard Project Flood for pre~project and with-projcct conditions should also be inclndnd. The
number and location of sections should adequately describe and support documented computations.
Cross section plots attached? e] yes 1:] No
Cross section deeironic dato.llles included? !n Yes I'1 No
Water surface prordes attached? f'l Y~s fii No
* Note: Discharges fren split flow analysis.
See report for more details.
STANDARD CDC FORM PART 2 - CONTINUED
500 YEAR FIS
FLOOD EVENT
[:
I:
[
[
r
r
F
E
F
F
[.
Upmum Boundary:
Source of dilNalmele{IN~,
Daeeofdi, scharllama:~
!C)9 ft. downstream of DB:
/-~ ft. downsucam o[ DB:
1 ?~'~et- downsUeam of DIL
2850~ dowmtream
,Valley Seerage
FLOOD EVENT ---*
N/A
454.41 ~. 454.53 ft + 0.12 ~.
454.68 ft 454.79 ft +-O.1t~t"
454.64 ~ 454.76 fi, + 0.12 ft
451.27 ft 451.27 tk- 0.00 ft
450.62 fL 4~0.62 '~r '0.00 ft
z~9.65 fi-" z~.65i,! ~,: :O,[lO ~..
14~ 5.72'. ~ -~46~'
-.
number and location of sections should adequately de~ribe and supporl
Croetseefion ldots attached? g3 Yes rl No
Cro~s~welion eleelronk dam files induded? [1Yes O No
Wear surface profiles attached? r'l Ym [ii No
* Note: See previous
STANDARD CDC FORM PART 2- CON-i~W3ED
Flood Storage/Hydraulic Mitigation
lost, ~ ~tigate rims ~ ~re ~.
~ ~ ~y for v~le7 stora~ m~ati~.
Habitat/Wedand Midgad0n. If a Styion 404 permit is required, please idenilfy all habitat and/or
land resource area Used for environmental mitigation purpo.~ on the site phn, and describe them in
~ space ~low: ~
Land Cover Inf0rma~n. Please pr~,ide the following data, in. t0~a~res,~0 charact~ize the
impacts on current land cover which will result from consmtction ofthe proposed project:
--- LAND COVER INFORMATION --
Land Use / Land Cover CLncs!0ea~on ** P.~eet =.
I00 urban/built up '
200 agricultural/pasture
300 rangdand/sh~ & bntsh
400 forest/woodlands
500 water (identify on site plan)
600 wetland (identify
700 barren land/mines & quarries
~r~d Aca,)
rost-P~oJeet
(Toed Acres9
9.61
11.63 ' 2.56
3.06 2.13
1.09 1.93
** Note: L~td land cover ty/~s are 'l.~el 1' categoria (100 through 7~) ~ ~ ~ ~h
~ ~m ~ ~ ~r~ by t~ ~.S. A~y ~s of~g~e~ ~ ot~r ~g~to~ agent,
To the b~tof my Imowledge, the intormadon im Pazt 2 Is4mmide4eand roecurate:
Signal Applicanrs Re. prr~entati , Dat~ ,
Vi~e PreSiden~ ~;
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
I'ABLE~
Water Surface Elevations
100 year ultimate and 500 year fis
0
0
1.1
1.1
2
2
3
3
4
4
5
5
6
6
7
7
9
9
10
10
18440
18'!.'!.0
I1
11
12
Table 1
Windsor Esiates
Water Surface Elevations
100-Year Ultimate and 500-Year F.I~.
446.71
447.36
447.9
448.48
449.14
449.65
450.06
450.62
450.59
451.27
450.84
451.58
450.83
451.58
450.88
451.64
451.05
451.84
452.4
453.28
452.61
453.47
452.4
453.68
453.03
453.86
453.14
Table 1
Windsor Estates
Water Surface Elevations
100-Year Ultimate and 500-Year F.I.S.
12 453.99
13 453.19
13 454.04
19330 452.53
19330 453.84
14 453.29
14 454.23
19930 452.53 453.37
19930 453.83 454.37
20980 452.57 453.41
20980 453.85 454.41
20990 452.57 453.41
20990 453.83 454.4
21260 452.7 453.53
21260 454.13 454.68
0.84
0.57
0.55
F
17
F
F
F
21635 * 453.52
21635 * 454.04
21045 * 453.53
21045 * 454.65
22370 * 453.78
22370 * 455.19
* Note: Existing Conditions Model shortened in the initial stages of project
r~
Windsor Estates
Channel Velocities
100-Year Ultimate and 500-Year F.I.S.
F
F
0
0
1.1
1.1
2
2
4
4
5
5
6
6
7
7
Table 2
Windsor Estates
Channel Velocities
100-Year Ultimate and 500-Year F.LS.
4.76
4.88
2.98
2.98
5.53
5.81
6.2
6.89
6.78
7.59
5.93
6.51
6.4
6.95
6.72
7.2
8.24
8.9
F
F
9
9
10
10
18440
18440
11
11
12
2.84
3.11
5.53
5.8
5.65
6.08
3.53
4.16
3.96
Table 2
Windsor Estates
Channel Velocities
100-Year Ultimate and 500-Year F.LS.
12 5.13
19330 2.06
19330 2.65
13 3.58
13 5.06
14 2.95
14 4.11
19930 3.05 2.87
19930 4.09 4.04
20980 4.11 3.89
20980 5.84 5.69
20990 4.11 3.9
20990 5.95 5.75
21260 3.04 3.45
21260 5.2 5.02
21635 * 4.46
21635 * 6.53
21645 * 4.46
21645 * 6.53
22370 * 4.66
22370 * 6.56
No~: Existing Condi~o~ Model shortened in Me i~ smg~ of project.
-0.18
-0.05
-0.22
-0.15
-0.21
-0.2
-0.19
-0.18
Table 3
Windsor Estates
Water Surface Elevations
100-Year Ultimate and ~0-Year F.I~S.
0 446.71 446.71 0
0 447.36 447.36 0
I 447.9 447.9 0
I 448.48 448.48 0
1.1 449.14 449.14 0
1.1 449.65 449.65 0
2 450.06 450.05 -0.01
2 450.62 450.62 0
3 450.59 450.59 0
3 451.27 451.27 0
4 450.84 450.84 0
4 451.58 451.58 0
5 450.83 450.82 -0.01
5 451.58 451.57 .0.01
6 450.88 450.87 .0.01
6 451.64 451.61 .0.03
7 451.05 451.04 -0.01
7 45t.84 451.8 -0.04
9 452.4 452.34 .0.06
F 9 453.28 453.24 .0.04
F 10 452.61 452.56 -0.05
10 453.47 453.49 0.02
F 11 453.03 452.98 -0.05
11 453.86 453.96 0.1
~ 12 453.14 453.09 -0.05
12 453.99 454.09 0.1
F 13 453.19 453.15 -0.64
F
F
F
F
F
Table 3
Windsor Estates
Water Surface Elevations
100-Year Ultimate and 500-Year F.kS.
13 454.04 454.16 0.12
14 453.29 453.24 -0.05
14 454.23 454.33 0.1
19930 453.37 453.33 -0.04
19930 454.37 454.48 0.11
20980 453.41 453.37 -0.04
20980 454.41 454.53 0.12
20990 453.41 453.37 -0.04
20990 454.4 454.52 0.12
21260 453.53 453.5 -0.03
21260 454.68 454.79 0.11
21635 453.52 453.49 -0.03
21635 454.64 454.76 0.12
21645 453.53 453.49 -0.04
21645 454.65 454.76 0.11
22370 453.78 453.75 -0.03
22370 455.19 455.29 0.1
i
Table 4
Windsor Estates
Channel Velocities
100-Year Ultimate and 500-Year F.I~.
0 4.76 4.76 0
0 4.88 4.88 0
1 2.98 2.98 0
I 2.98 2.99 0.01
1.1 5.53 5.53 0
1.1 5.81 5.8 -0.01
2 6.2 6.2 0
2 6.89 6.89 0
3 6.78 6.78 0
3 7.59 7.6 0.01
4 5.93 5.93 0
4 6.51 6.52 0.01
5 6.4 6.4 0
5 6.95 6.95 0
6 6.72 6.79 0.07
6 7.2 7.46 0.26
7 8.24 8.19 -0.05
7 8.9 9.1 0.2
9 5.53 5.72 0.19
'~ 9 5.8 6.35 0.55
~ 10 5.65 5.82 0.17
10 6.08 6.63 0.55
~ 11 3.53 3.66 0.13
-~ 11 4.16 4.37 0.21
~ 12 3.96 4.02 0.06
12 5.13 5.18 0.05
13 3.58 3.58 0
Table 4
Windsor Estates
Channd Velocities
lO0-Year Ultimate and SO0-Year F,I.S.
13 5.06 5 .0.06
14 2.95 2.99 0.04
14 4.11 4.14 0.03
19930 2.87 2.91 0.04
19930 4.04 4.06 0.02
20980 3.89 3.9 0.01
20980 5.69 5.64 .0.05
20990 3.9 3.91 0.01
20990 5.75 5.7 -0.05
21260 3.45 3.46 0.01
21260 5.02 4.99 -0.03
21635 4.46 4.47 0.01
21635 6.53 6.49 -0.04
21645 4.46 4.46 0
21645 6.53 6.48 -0.05
22370 4.66 4.67 0.01
22370 6.56 6.49 -0.07
F
F
F
F
F,
F
F
F
F
Table 5
Windsor Estates
Water Surface Elevations vs. Levee Elevations
100-Year Ultimate and 500-Year F.I,S.
0 446.71
0 447.36
I 447.9
I 448.48
1.1 449.14
1.1 449.65
2 450.05
2 450.62
3 450.59
3 451.27
4 450.84
4 451.58
5 450.82
5 451.57
6 450.87
6 451.61
7 451.04
7 451.8
9 452.34
9 453.24
10 452.56
10 453.49
11 452.98
11 453.96
12 453.09
12 454.09
F 13 453.15 458.1 4.95
Table 5
Windsor Estates
Water Surface Elevations vs. Levee Elevations
100-Year Ultimate and 500-Year F.I.S.
13 454.16 458.1
14 453.24 458.1
14 454.33 458.1
19930 453.33 458.5
19930 454.48 458.5
20980 453.37 458.4
20980 454.53 458.4
20990 453.37 458.4
20990 454.52 458.4
21260 453.5 458.4
21260 454.79 458.4
21635 453.49 458,7
21635 454.76 458.7
21645 453.49 458.7
21645 454.76 458.7
22370 453.75 459.7
22370 455.29 459.7
4.86
3.77
5.17
4.02
5.03
3.87
5.03
3.88
4.9
3.61
5.21
3.94
5.21
3.94
5.95
4.41
i