FS9904-CS 990624
III HaIff Associates
ENGINEERS . ARCHITECTS . SCIENTISTS
PLANNERS . SURVEYORS
I
8616 NORTHWEST PLAZA DRIVE
DALLAS, TEXAS 75225
(214) 346-6200
FAX (214) 739-0095
June 24, 1999
AVO 18028
Mr. Kenneth M. Griffin, P.E.
Assistant City Manager/ Director of Public Works
City of Coppell
255 Parkway Blvd.
Coppell, Texas 75019
Fax: 972-304-3570
Re: Review of a CLOMR Prepared by Kimley-Horn and Associates
Schreiber Tract Site along Denton Creek, City of Coppell, Texas.
Dear Mr. Griffin:
We have completed the review ofa Request for a Conditional Letter of Map Revision (CLOMR) prepared
by Kimley-Hom and Associates for the Schreiber Tract Site along Denton Creek, City of Coppell, Texas,
in March 1999. We have reviewed the CLOMR report for compliance with the City ofCoppell Floodplain
Management Ordinance No. 94639 approved on March 8, 1994 and, in the process of doing so, have
reviewed the report for compliance with the FEMA requirements for a CLOMR submittal and good
hydraulic engineering practices in general.
In addition to this letter report, you will find included in this package four (4) pages of comparison tables
prepared for this project by Halff Associates, Inc. The letter report discusses the main issues encountered
. .
In our reVIew.
I. Inspection of the report revealed no major deficiency in the submittal based on the
requirements of the City of Coppell Flood Plain Management Ordinance. . However, the
following issues deserve to be mentioned:
A. The existing State Highway 121 bridge that crosses Denton Creek at approximate channel
station 396+00 is not included in the hydraulic models. The bridge structure is located
about 160 feet upstream of the proposed fill and is shown on the topographic map. FEMA
should request that the hydraulic models be corrected to accurately depict existing
conditions so that the impact of the project upstream ofthe site can be established.
Sections 39440, 39490 and 39540 may benefit from being modified at the same time as
the existing SH 121 bridge is inserted into the model. The pre-project ultimate landuse
model currently computes a 0.31 foot dip in base flood water surface elevation at section
394+40, unreasonable right overbank discharge variations and right overbank topwidth
variations (from 852.57 feet to 555.01 feet to 879.88 feet within 100 feet of channel
length), and unreasonable channel velocity changes, from 3.52 fps to 7.64 fps, from
section 392+90 to section 394+40.
DALLAS . FORT WORTH . HOUSTON. McALLEN
TRANSPORTATION . WATER RESOURCES . LAND DEVELOPMENT . MUNICIPAL . ENVIRONMENTAL. STRUCTURAL
MECHANICAL. ELECTRICAL. SURVEYING. GEOGRAPHIC INFORMATION SYSTEMS
ARCHITECTURE . LANDSCAPE ARCHITECTURE . PLANNING
!I! HaIff Associates
ENGINEERS . ARCHITECTS . SCIENTISTS
PLANNERS. SURVEYORS
B. Existing velocities appear to be in the erosive range directly upstream of the proposed
Schreiber Tract fill. Before the proposed development is even considered, computed
channel flow velocity at section 394+40 is as high as 7.64 ips for the base flood (the 100-
year flood based on ultimate landuse conditions). The proposed development results in a
computed velocity of 8.03 ips, an increase of 5.1 % over existing conditions in a reach of
the Denton Creek channel that is not armored. Similar high velocities are found in the FIS
models. However, as explained above, cross-sections upstream of the Schreiber Tract do
not model the existing SH 121 bridge. The flow velocity values computed by the HEC-2
model may not accurately represent existing or proposed conditions.
C. The valley storage comparison table included in the CLOMR submittal report says that the
proposed project results in a net gain of valley storage for Denton Creek (ultimate
conditions) of 0.7 ac.ft. at the upstream end of the project (section 394+40). While this is
true, at the upstream end of the computer model, the project results in a net loss of 8.64
ac.ft., from 2610.84 ac.ft. in the revised existing condition model to 2602.20 ac.ft. in the
proposed condition model. The 8.64 ac.ft. value corresponds to a 0.33% loss storage for
the 100-yr. flood, an acceptable value since the City of Coppell Flood Plain Ordinance
allows as much as a 15% loss in valley storage for the 100-yr. flood.
D. The ordinance requests that other permits such as a Section 404 (Wetlands) Permit to the
USA Corps of Engineers be obtained if appropriate. Wetland considerations are not
mentioned in this CLOMR submittal. The wetland issue may need to be investigated
since the topographic map shows a pond at the location of the proposed fill and the
excavation extends to the channel.
E. The basemap shows a series of ponds marked "proposed improvement for Mansions on
the Lake". If they are not proposed as part of this proj ect but are to be built by others as
part of a separate project, they could be marked as "future ponds by others". One cannot
tell whether the lakes have been constructed as they don't appear to be a part of the
topographic map. Furthermore, the extent of the excavation on the left overbank and in
the channel is not shown on the basemap. The excavation should be clearly indicated,
maybe hatched, as the excavation appears to extend to the channel itself.
F. The submittal presently reviewed is a Conditional Letter of Map Revision (CLOMR)
Request to the Federal Emergency Management Agency (FEMA) and not a Flood Plain
Development Permit Application to the City of Coppell. Therefore, the submittal
package includes only some of the elements that are requested of a Flood Plain
Development Permit Application. If the present CLOMR application documents were to
be submitted as a Flood Plain Development Permit, the package would need to meet the
requirements of Article 4, Section C, and Article 5, Section D and include:
1. City of Coppell Permit Forms: not included in this CLOMR submittal.
2. Projects drawings to scale: included.
III HaIff Associates
ENGINEERS . ARCHITECTS . SCIENTISTS
PLANNERS . SURVEYORS
3. Technical data showing the effect of the proposed improvements on floodplains,
floodways, flood elevations, velocities for 2-yr. and 100-yr. floods, using FIS
discharges: included.
4. Delineations of existing and proposed flood plains: included.
5. Profiles, plans, and exhibits: included.
6. Valley storage reduction data using design (fully developed) base flood
discharges: included.
7. Preparation of appropriate FEMA submittals: included.
8. Obtain other permits such as a Section 404 (Wetlands) Permit to the USA Corps
of Engineers: Wetland considerations are not mentioned in this CLOMR
submittal.
As part of a floodplain development permit, the design has to meet the following criteria
per Article 4:
9. The lowest building finished floor should stand 2 foot above FIS base flood: N/A
10. The lowest building finished floor should stand 1 foot above design base flood: N/A
11. The flood carrying capacity of the river must be maintained: yes, per use of HEC-2.
12. Allow a maximum 15% valley storage reduction for the 100-yr. design flood: yes.
13. Allow a maximum 20% valley storage reduction for the SPF design flood: SPF
discharges are listed in the text of the CLOMR but are not run.
14. Allow no increase in flood level elevation for the design base flood (existing and
proposed revisions combined): the project causes no increase in design flood level.
15. Allow a maximum. increase of FIS base flood of 1 foot (existing and proposed
revisions combined) within the flood plain and no increase in PIS base flood within
the floodway: the project causes no increase in FIS flood level.
II. The following paragraphs cover the items that we feel the Federal Emergency Management
Agency (FEMA) might comment on in their response to this request for a CLOMR.:
A. Sections 37600 through 39290 were modified to represent the proposed fill and mitigating
excavation along the channel's left bank and left overbank. Since the channel is modified
between its banks, this may qualify as channelization from FEMA's point of view and trigger
the requirement for Form 6, Channelization.
B. The flood profile exhibit appears incomplete. It shows only the 100-yr. profile, does not
show study limits, cross sections are not labeled, and the community name is not listed.
Furthermore, the 500-yr. flood plain delineation is not shown on the plan exhibit, while the
profile is run by the effective and all subsequent models.
C. Proposed velocities decrease at most sections except at:
. section 385+50, from 3.83 fps to 3.96 fps, both in the non-erosive range,
· and at section 394+40, from 8.45 fps to 9.10 fps, or a 7.7% increase at a non-armored
section. These velocities may not reflect actual conditions since the SH 121 bridge is not
included in the FIS models.
,--
III HaIff Associates
ENGINEERS . ARCHITECTS . SCIENTISTS
PLANNERS. SURVEYORS
D. The channel Manning's n-value coefficient was modified at section 378+00, where it was
made more consistent with the rest of the model (from n = 0.050 avg. to n = 0.045). It used
to be composited within the channel banks at this section but at none of the adjoining
sections. If the change is justified based on a field inspection, it is appropriate. The n-value
change is not mentioned in the body of the text of the CLOMR, although it does apply to the
FIS models. The change should have been included in the corrected (revised base) model
instead of the proposed.
E. The proposed project ends near section 395+40 according to the base map. There are two
sections not shown on the base map in that area, sections 394+40 and 394+90. Section
394+90 does not appear to be affected by the proposed cut and fill, while section 394+40
may be slightly affected and not modeled. The effect may be so small as to be irrelevant.
The first two items might be serious enough for FEMA to ask for revisions to the models before
they will agree to issue a CLOMR.
In summary, we recommend that the City of Coppell consider the need for additional information from the
applicant, most importantly a detailed analysis of the existing SH 121 bridges and the area upstream of the
proposed project. Please call me at 214-346-6226, if! can be of further help or if you have any questions.
Mr. Walter Skipwith may also be reached at 214-346-6220.
Sincerely,
HALFF ASSOCIATES, INC.
~i..
HALFF ASSOCIATES, INC.
h~
Walter E. Skipwith, PE
Vice President
Sabine Borgnet-Harris, EIT
Enclosures.
File: 18028\wp\028reprt.doc
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