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Flood Study on Tributary G -2 -
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of Grapevine Creek
for
The Holmes Builders r.
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City of Coppell 0
Dallas County, Texas
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e; JACOB LESLIE
V. i r Hydraulic Analysis by: c
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`'i - < < c � ,, Se 0 /4 O'Brien Engineering, Inc. I
�s < on i Ai ... 14900 Landmark, Suite 530
tt °� Dallas, Texas 75254
' ' -4 Firm Registration # F -3758
8/0 /0 9 m.
Ph: 972-233-2288
Fax: 972-233-2818 L
August 19, 2009
0
Table of Contents
Page
I. Introduction 1
II. Objectives of This study 2
III. Methodology 2
IV. Hydraulic Modeling 2
A. Base Conditions Model 2
B. Existing Conditions Model 3
C. Proposed Conditions Model 3
V. Results & Conclusions 4
Tables
Table 1 Summary of Ultimate Conditions 1% AC Peak Flood Water Surface
Elevations and Velocities 5
Appendices
Appendix A - Exhibits
Exhibit 1 — Effective FIRM
Exhibit 2 — Cross Section Location and Floodplain Map
Exhibit 3 — Proposed Site Grading Plan
Appendix B — Hydraulic Model Printouts
Base Conditions Model
Existing Conditions Model
Proposed Conditions Model
Appendix C — Digital Copies of Hydraulic Model Data
I. Introduction
The Holmes Builders (Owner) proposes to develop a 16.8 -Acre tract, which is located at
the northwest corner of Bethel School Road and Denton Tap Road in Coppell, Texas.
Tributary G -2 of Grapevine Creek flows generally to the south along the site's west
boundary. The Owner has contracted with Kadieck & Associates, LLC. (Kadleck),
Plano, Texas, to provide civil engineering services for the proposed development. The
Owner has also contracted with O'Brien Engineering, Inc. (OEI) to complete a flood
study and provide a floodplain reclamation plan on Tributary G -2 of Grapevine Creek.
The Federal Emergency Management Agency (FEMA) Effective Flood Insurance Rate
Map (FIRM) for Dallas County for the area, Map Panel number 48113C0155J, dated
August 23, 2001, indicates that Stream G -2 has not been studied by FEMA and,
therefore, the tract is not encumbered by FEMA floodplain. FEMA typically has no
hydraulic or hydrologic models for such creeks and would not require a request for
Letter of Map Change (LOMC). A copy of the Effective FIRM is included in Appendix A,
Exhibit 1.
Ken Griffin, City Engineer with Coppell has indicated that the City would require
hydraulic modeling based on the ultimate development watershed. The January 1991
City -Wide Storm Water Management Study' (SWMS), by Albert H. Halff Associates, Inc.
shows a 1 percent annual chance (1% AC) delineated floodplain in the project vicinity.
OEI obtained the hydraulic model for the creek from the City, which is the basis for this
study. Mr. Griffin further noted that there have been numerous creek modifications in
the project vicinity since the date of the SWMS study, indicating the Base Flood
Elevations (BFEs) onsite could change according to current conditions. Further, he
indicated that the City regulates the BFEs only and not delineated floodplain.
II. Objectives of This Study
The primary objective of this study is to evaluate the floodplain of Tributary G -2 of
Grapevine Creek in the vicinity of the project site to ensure that the proposed
development would not increase the design flood water surface elevations or erosive
velocities as compared to the existing conditions.
III. Methodology
Kadleck has provided a one -foot contour interval topographic map of the subject tract
and surveyed cross sections of the creek. Limited portions of the floodplain were
augmented with the North Central Texas Council of Government (NCTCOG) two -foot
contour data from 2001 aerial photo ra hy. The hydraulic analysis was conducted
using the U.S. Army Corps of Engineers (USACE) water surface profiles computer
program, HEC -RAS (version 4.0). All the models in the study use the ultimate 1% AC
peak flood flows obtained from the City's hydraulic models. Cross section locations are
indicated on Exhibit 2, "Cross Section Location Map" in Appendix A. Channel and
overbank reach lengths were digitally measured using AutoDesk's AutoCAD software.
Manning's roughness coefficients were verified through field reconnaissance with
reference to "Guide for Selecting Manning's Roughness Coefficients for Natural
Channels and Flood Plains Water - Supply Paper 2339," by the United States Geological
Survey, 1989 and Ven Te Chow, "Open- Channel Hydraulics ".
IV. Hydraulic Modeling
A. Base Conditions Model
The Effective City models for Tributary G -2 of Grapevine Creek were requested
and obtained from the City's floodplain consultant. The data obtained is in HEC-
2 (1991 version) format. The model was input into OEI's database and executed
to verify data integrity.
2
B. Existing Conditions Model
The Base Conditions Model was used as a platform for establishing the Existing
Conditions Model through the project area. The Existing Conditions Model in the
present study was established by importing the HEC -2 Base Conditions Model
into HEC -RAS and then evaluating the imported model for common HEC -2 to
HEC -RAS conversion errors. In addition, the Bethel School Road Culvert was
re -coded to be consistent with the HEC -RAS culvert routine and was modeled as
a two- barrel six feet by eight feet reinforced concrete box (2 -6x8). Contraction
and expansion coefficients used in the model are 0.1 and 0.3 for normal
floodplain conditions and 0.3 and 0.5 near constrictions. Further, three cross -
sections (3055, 2948 and 2375) were added and three cross sections (2850,
2580 and 2260) were modified, in the vicinity of the subject property. The cross
sectional profile data was extracted from on -site survey points developed by
Kadleck. Downstream reach lengths were updated based on the location of the
new cross sections. Manning's roughness coefficients were entered into the
model on the new sections using the horizontal variation method. Ineffective flow
limits were determined using a 1:1 contraction ratio and a 2:1 expansion ratio
and were placed in the Existing Conditions model upstream and downstream of
existing buildings and significant obstructions. The model cross - section locations
are illustrated in Appendix A, Exhibit 2, "Cross Section Location Map ". A detailed
printout of the output of the Existing Conditions HEC -RAS model is provided in
Appendix B.
C. Proposed Conditions Model
The Existing Conditions model was used as a platform to develop the Proposed
Conditions model. The Proposed Conditions model represents the floodplain
modifications resulting from the proposed development, which include a retaining
wall and placement of fill in the left overbank to elevate the proposed building
3
pads a minimum of 2 feet above the design flood elevation. The proposed
floodplain modifications begin near cross section number 3055 and continue
through cross section 2260. Channel cuts are proposed at cross section 2260 in
order to offset the loss of conveyance due to the proposed placement of fill.
Additionally, the roughness coefficient at cross section 2850 has been changed,
in order to accurately model the proposed improvements. The proposed
changes at section 2850 also include clearing the vegetation in the left overbank
to match the conditions upstream and downstream of the cross section. As a
result the roughness coefficient has been dropped from 0.065 in the Existing
O Conditions Model to 0.035. Roughness coefficients used in the remainder of the
model are identical to those in the Corrected Effective model. The Proposed Site
Grading Plan, which also indicates the location of the proposed retaining wall is
included in Appendix A as Exhibit 3. Detailed and summary outputs of the model
are provided in Appendix B.
V. Results & Conclusions
A summary tabulation of the ultimate 1% AC water surface elevations is contained in
Table 1 below. More detailed output is contained in Appendix B. Digital copies of the
hydraulic modeling data are contained in Appendix C.
The results in Table 1 indicate that the proposed project will neither result in any
increases to the 1% AC water surface elevations, nor the creation of erosive velocities.
The project will not result in adverse conditions on Tributary G -2 of Grapevine Creek,
nor cause an increase to the water surface elevations on the subject tract. Therefore,
we request that the City of Coppell approve this study with acceptance of the hydraulic
analysis.
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• Appendix A
• Exhibits
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• Exhibit 1
• Effective FIRM
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) APPROXIMATE SCALE IN FEET
III 1000 0 1000
I\ 1
1 �— NATIONAL FLOOD INSURANCE PROGRAM
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BETHE al SCHOOL
al FIRM
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W W -P FLOOD INSURANCE RATE MAP
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490 DALLAS COUNTY,
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OU 491
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ONE AE s r MEADOW CREEK a 1- 9
�► op p ROAD O = 9 0 PANEL 155 OF 725
I +." - *° ' %Ji 489 W O , 9 (SEE MAP INDEX FOR PANELS NOT PRINTED) t V"" - i, 1 "7 �/ ZONE AE 2
,„,g4,,,, ti .P A R M199 $) s
Tributary G -1 ,� o k 4 ` � CONTAINS. ,;,....e.o? COMMUNITY NUMBER PANEL SUFFIX
of Grapevine Creek � � 49 ' , � ,,; ,�� t a a
'�'. 496 d . +r'I / `480 3" ` 1 GXROLLTON. CITY OF 480197 0755 J
ZONE X a' " , t " . ., ' "s4` x COPPELL CITY OF QOM 0155 J
BETHEL ROAD ZONE X r + ' ' ?�.� 484 44;*:,, , ' �,4''` +.p �
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ZONE X 4 L. 1 � AUGUST 23, 2001
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Management Agency
BELTLINE ROAD c Federal Emergency I�IIII�II 8 S cY
ZONE X This is an official copy of a portion of the above referenced flood map. It
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? .. or amendments which may have been made subsequent to the date on the
11 -7---' .;;YZ'' ,( ZONE X title dock. For the latest product information about National Flood Insurance
;, Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov
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• Exhibit 2
• Cross Section Location and Floodplain Map
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LAKEWOOD CT
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511 � ' PROPOSED RETAINING WALL I i \
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11111 PROPOSED BOUNDARY LINES
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1 / 94 " "' ° o * 1) OFF -SITE TOPOGRAPHY PROVIDED BY co OD m 5p 11. � :i" X 5 02 ° NORTH CENTRAL TEXAS COUNCIL
1 OF GOVERNEMENTS
7, s � '� � • I �' FLIGHT DATE: 2001
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<, o 2 , 2) ONSITE TOPOGRAPHY PROVIDED BY
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—� PLANO, TX, JULY 2009
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CROSS SECTION (FEET)
1 HARRIS DR o 3 n 325 500 BrienEngineering Inc.
`o ff 508 — — 321 0 500.91 14900 Landmark BNd, Suite 530 Dallas, Texas 75254
o i cr - - p: 972 233 2288 f: 972 233 2818 www.OBrienEng.com
o 3055 500.78
II F Texas Registered Engineering Firm F -3758
a
io o 1 2948 500.75 THE HOLMES BUILDERS
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h ,0 Z W CROSS SECTION LOCATION MAP
0 0 ( o 2375 500.33
f. 503 510 Z 2260 500.19
LL I 1883 500.11 DALLAS COUNTY, TEXAS
% � DATE 8 /19/2009 OEI JOB #: 347.001
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• Proposed Site Gradi
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• Appendix =
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• Hydraulic Model Prin
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• ase Conditions Model
• (HEC -2 Summary Outp
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************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* HEC -2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS
* * * HYDROLOGIC ENGINEERING CENTER
* Version 4.6.2; May 1991 * * 609 SECOND STREET, SUITE D
* * * DAVIS, CALIFORNIA 95616 -4687 *
*
* RUN DATE 23JUL09 TIME 10 :34:05 * * (916) 756 -1104
************* * * * * * * * * * * * * * * * * ** * ** * *** * * * * ** ******** * * * * * * * * * * ** * ** * * * * * * * * * * * * * * **
X X XXXXXXX XXXXX XXXXX
X X X X X X X
X X X X X
XXXXXXX XXXX X XXXXX XXXXX
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXXXXXX
1
23JUL09 10:34:05 PAGE 1
THIS RUN EXECUTED 23JUL09 10:34:05
****** * * * * * * * * * * * ** * * * * * ** ** * * ** * ** **
HEC -2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
T1 COPPELL CITY -WIDE STORM WATER MANAGEMENT STUDY
T2 EXISTING CONDITIONS WITH FULLY DEVELOPED 2 YEAR DISCHARGE
T3 STREAM G2 -- TRIBG2.DAT -- A.H. HALFF ASSOC.
J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ
2 .004 485
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
1 -1
J3 VARIABLE CODES FOR SUMMARY PRINTOUT
150
38. 43. 1. 26. 7. 37.
NC .08 .08 .07 .3 .5
QT 6 650 900 1025 1250 1450. 1650
CROSSINGS INCLUDE BETHEL SCHOOL ROAD OVER TRIB G -2
TRIB G -2A LIMIT OF STUDY IS D.S. FACE OF BETHEL SCHOOL ROAD CULVERT
PLANS REVIEWED:
SHADOW RIDGE ESTATES -- FIRST INCREMENT
SHADOW RIDGE ESTATES -- SECOND INCREMENT
DENTON TAP ROAD DRAINAGE PLANS
DRAINAGE AREA MAP (HALFF ASSOC.)
KAYE STREET AND SHADOW RIDGE ESTATES FLOODING COMPLAINTS
FIRST SECTION - INSIDE GRAPEVINE FLOOD PLAIN
ALL SECTIONS FROM CITY OF COPPELL 2 FOOT CONTOUR MAP
X1 330 21 1385 1430 1 1 1
GB 500 1000 498 1080 496 1140 490 1170 489 1175
GR 490 1185 491 1205 490 1230 490.8 1275 490 1300
GR 488 1345 486 1370 480 1385 471 1395 471 1405
GR 480 1430 490 1450 492 1480 494 1550 498 1615
GR 500 1655
SECTION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
X1 670 10 1270 1335 355 335 340
GR 500 1200 480 1270 473 1318 480 1335 490 1345
GR 496 1365 498 1390 500 1470 502 1515 504 1590
1
23JUL09 10:34:05 PAGE 2
NC .07 .08 .06
SECTION STATION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
STEEP SECTION TO OUTFALL - CRITICAL DEPTH -
X1 1010 12 1150 1210 310 355 340
GR 500 1000 498 1030 496 1075 494 1110 490 1135
GR 486 1150 480.6 1165 485 1210 490 1250 494 1270
GR 498 1315 500 1360
SECTION 1010 REPEATED TO REMOVE EFFECTS OF CRITICAL DEPTH
X1 1020 10 10 10
QT 6 500 680 810 1000 1150 1300
SECTION UPSTREAM OF CONFLUENCE WITH TRIB G2 -A
Base Conditions Model
Page 1 of 10
CRITICAL DEPTH DUE TO RAPID CHANGE IN CROSS SECTION
X1 1270 12 1120 1200 240 285 260
GR 500 1000 498 1055 496 1105 494 1120 490 1150
GO 484.7 1170 484.7 1172 490 1180 494 1200 496 1225
GO 498 1260 500 1300
SECTION REPEATED TO REMOVE EFFECTS OF CRITICAL DEPTH DOWNSTREAM
X1 1280 10. 10. 10.
SECTION BETWEEN CONFLUENCE WITH TRIG G2 -A AND BETHEL SCHOOL ROAD
X1 1510. 12 1089. 1145. 220 220 230
GR 500. 1000. 498. 1050 496. 1071 494. 1089 490. 1100.
GO 486.5 1110. 486.5 1112. 490. 1135. 494. 1145. 496. 1160.
GR 498. 1180. 500. 1230.
DOWNSTREAM FACE OF BETHEL SCHOOL ROAD -
BANK ELEVATIONS NOT RAISED TO RESTRICT FLOW - ALL FLOWS OVERTOP ROAD
PROGRAM INDICATES THAT HYDRAULIC JUMP WILL OCCUR DOWNSTREAM
(OR WITHIN THE BOX CULVERTS) DEBRIS DOWNSTREAM DOES NOT REFLECT
THE TURBULENCE ASSOCIATED WITH HYDRAULIC JUMPS
X1 1800 12 1335 1415 270 260 280
X3 10
GO 508 1000 502 1210 500 1280 498 1335 490 1365
GR 490 1375 490 1385 498 1415 500 1450 502 1470
GR 504 1510 506 1560
SB 1.25 1.65 2.9 17 1 96 491 490
NC .035 .035 .020
UPSTREAM FACE OF BETHEL SCHOOL ROAD - DOUBLE 6 X 8 BOX ON 45 SKEW
BOX FLOWLINE ASSUMED SAME AS ORIGINAL 54 INCH RCP'S (NO PLANS)
STREET GRADES TAKEN FROM SHADOW RIDGE ESTATES FIRST INCREMENT PLANS
STREET IS OVERTOPPED DURING A 2 -YEAR STORM (24 HO HIGH INTENSE PERIOD)
X1 1865 13 1250 1315 90 90 90
X2 1 497 500
X3 10 499.3 500
BT 6. 1100. 501.2 1145. 500. 1215 499.3
BT 1265 499.3 1320. 500 1370 501.5
GR 506 1000 504 1025 500 1170 498.5 1250 498 1260
GO 496 1270 491 1280 491 1290 498 1315 500 1330
GR 502 1365 504 1420 506 1460
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23JUL09 10:34:05 PAGE 3
NC .035 .035 .035 .1 .3
UPSTREAM FROM BETHEL SCHOOL ROAD CONCRETE PILOT CHANNEL BEGINS
PILOT CHANNEL IS ONLY 4 FEET WIDE UPSTREAM - COMPOSITE N VALUES
DISCHARGES NOT REDUCED AT PIPE OUTFALLS FROM SHADOW RIDGE ESTATES
NO COMPUTATIONS AVAILABLE FOR AREA TO BE PICKED UP
X1 1890 0 0 0 25 25 25
GRASS CHANNEL AND PILOT CHANNEL - SHADOW RIDGE ESTATES FIRST INCREMENT
X1 2260 12 1170 1260 385 370 370
GO 506 1000 502 1110 500 1170 498 1190 496 1210
GO 492 1220 491.5 1225 491.5 1230 492 1242 500 1260
GR 506 1280 507 1380
QT 6 365 500 600 720 820 930
X1 2580 10 1210 1280 305 335 320
GR 508 1000 504 1050 504 1185 498 1210 492 1245
GR 492 1250 500 1280 506 1300 507 1380 507 1400
X1 2850 11 1070 1125 255 275 270
GR 510 1000 506 1015 502 1060 500 1070 493 1080
GR 492.5 1085 492.5 1090 493 1110 500 1125 506 1138
GR 507 1240
END OF CONCRETE PILOT CHANNEL - GRASS SWALE TO CULVERT OUTFALL
X1 3210 12 1065 1140 395 345 360
GR 508 1000 508.5 1040 508 1065 500 1075 494 1090
GR 493 1100 493 1105 494 1110 500 1125 506 1140
GO 507 1160 507 1240
END OF TRIBUTARY G -2
X1 3325 10 1055 1145 115 115 115
GR 508.5 1000 508 1055 500 1060 498 1075 493 1095
GR 493 1100 500 1120 507 1145 507.5 1170 508 1215
1
23JUL09 10:34:05 PAGE 4
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
0 QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*PROF 1
CCHV= .300 CEHV- .500
* SECNO 330.000
CROSSINGS INCLUDE BETHEL SCHOOL ROAD OVER TRIB G -2
TRIB G -2A LIMIT OF STUDY IS D.S. FACE OF BETHEL SCHOOL ROAD CULVERT
PLANS REVIEWED:
Base Conditions Model
Page 2 of 10
SHADOW RIDGE ESTATES -- FIRST INCREMENT
SHADOW RIDGE ESTATES -- SECOND INCREMENT
DENTON TAP ROAD DRAINAGE PLANS
DRAINAGE AREA MAP (HALFF ASSOC.)
KAYE STREET AND SHADOW RIDGE ESTATES FLOODING COMPLAINTS
FIRST SECTION - INSIDE GRAPEVINE FLOOD PLAIN
ALL SECTIONS FROM CITY OF COPPELL 2 FOOT CONTOUR MAP
330.000 7.50 478.50 .00 485.00 478.70 .19 .00 .00 480.00
650.0 .0 650.0 .0 .0 184.6 .0 .0 .0 480.00
.00 .00 3.52 .00 .000 .070 .000 .000 471.00 1386.66
.003991 1. 1. 1. 0 0 6 .00 39.19 1425.85
*SECNO 670.000
SECTION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
670.000 6.91 479.91 .00 .00 480.04 .13 1.32 .02 480.00
650.0 .0 650.0 .0 .0 221.4 .0 1.6 .4 480.00
.03 .00 2.94 .00 .000 .070 .000 .000 473.00 1270.64
.003806 355. 340. 335. 2 0 0 .00 64.13 1334.77
*SECNO 1010.000
3301 HV CHANGED MORE THAN HVINS
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
SECTION STATION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
STEEP SECTION TO OUTFALL - CRITICAL DEPTH -
1010.000 3.60 484.20 484.20 .00 485.12 .93 3.11 .40 486.00
650.0 .0 650.0 .0 .0 84.1 .0 2.8 .8 485.00
.04 .00 7.72 .00 .000 .060 .000 .000 480.60 1155.01
.045494 310. 340. 355. 20 11 0 .00 46.78 1201.79
1
23JUL09 10:34:05 PAGE 5
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
0 QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 1020.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - 1.88
SECTION 1010 REPEATED TO REMOVE EFFECTS OF CRITICAL DEPTH
1020.000 4.54 485.14 .00 .00 485.51 .37 .22 .17 486.00
650.0 .0 650.0 .0 .0 133.8 .1 2.8 .8 485.00
.04 .00 4.86 .02 .000 .060 .080 .000 480.60 1152.40
.012813 10. 10. 10. 3 0 0 .00 58.70 1211.10
*SECNO 1270.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .52
SECTION UPSTREAM OF CONFLUENCE WITH TRIB G2 -A
CRITICAL DEPTH DUE TO RAPID CHANGE IN CROSS SECTION
1270.000 4.72 489.42 .00 .00 490.25 .83 4.51 .23 494.00
500.0 .0 500.0 .0 .0 68.2 .0 3.4 1.1 494.00
.05 .00 7.33 .00 .000 .060 .000 .000 484.70 1152.20
.027921 240. 260. 285. 3 0 0 .00 26.93 1179.12
*SECNO 1280.000
SECTION REPEATED TO REMOVE EFFECTS OF CRITICAL DEPTH DOWNSTREAM
1280.000 5.31 490.01 .00 .00 490.54 .54 .20 .09 494.00
500.0 .0 500.0 .0 .0 84.9 .0 3.4 1.1 494.00
.06 .00 5.89 .00 .000 .060 .000 .000 484.70 1149.97
.015601 10. 10. 10. 3 0 0 .00 30.05 1180.02
* SECNO 1510.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.98
SECTION BETWEEN CONFLUENCE WITH TRIG G2 -A AND BETHEL SCHOOL ROAD
1510.000 5.59 492.09 .00 .00 492.27 .17 1.61 .11 494.00
500.0 .0 500.0 .0 .0 149.5 .0 4.0 1.3 494.00
.07 .00 3.34 .00 .000 .060 .000 .000 486.50 1094.24
.003965 220. 230. 220. 4 0 0 .00 45.99 1140.23
1
23JUL09 10:34:05 PAGE 6
Base Conditions Model
Page 3 of 10
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 1800.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .69
3495 OVERBANK AREA ASSUMED NON- EFFECTIVE, ELLEA= 498.00 ELREA= 498.00
DOWNSTREAM FACE OF BETHEL SCHOOL ROAD -
BANK ELEVATIONS NOT RAISED TO RESTRICT FLOW - ALL FLOWS OVERTOP ROAD
PROGRAM INDICATES THAT HYDRAULIC JUMP WILL OCCUR DOWNSTREAM
(OR WITHIN THE BOX CULVERTS) DEBRIS DOWNSTREAM DOES NOT REFLECT
THE TURBULENCE ASSOCIATED WITH HYDRAULIC JUMPS
1800.000 3.59 493.59 .00 .00 493.86 .27 1.55 .05 498.00
500.0 .0 500.0 .0 .0 120.3 .0 4.9 1.6 498.00
.09 .00 4.16 .00 .000 .060 .000 .000 490.00 1351.52
.008243 270. 280. 260. 3 0 0 .00 46.96 1398.48
SPECIAL BRIDGE
5227 DOWNSTREAM ELEV I5 492.48 , NOT 493.59 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS)
SB XK XKOR COFQ RDLEN BWC BWP BAREA SS ELCHU ELCHD
1.25 1.65 2.90 .00 17.00 1.00 96.00 .00 491.00 490.00
*SECNO 1865.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.04
CLASS B LOW FLOW
3420 BRIDGE W.S.= 493.62 BRIDGE VELOCITY= 10.03 CALCULATED CHANNEL AREA= 42.
EGPRS EGLWC H3 QWEIR QLOW BAREA TRAPEZOID ELLC ELTRD WEIRLN
AREA
.00 495.51 .00 0. 500. 96. 96. 497.00 500.00 0.
3495 OVERBANK AREA ASSUMED NON - EFFECTIVE, ELLEA= 499.30 ELREA= 500.00
UPSTREAM FACE OF BETHEL SCHOOL ROAD - DOUBLE 6 X 8 BOX ON 45 SKEW
BOX FLOWLINE ASSUMED SAME AS ORIGINAL 54 INCH RCP'S (NO PLANS)
STREET GRADES TAKEN FROM SHADOW RIDGE ESTATES FIRST INCREMENT PLANS
1
23JUL09 10:34:05 PAGE 7
STREET IS OVERTOPPED DURING A 2 -YEAR STORM (24 HR HIGH INTENSE PERIOD)
1865.000 3.94 494.94 .00 .00 495.51 .57 1.65 .00 498.50
500.0 .0 500.0 .0 .0 82.7 .0 5.1 1.7 498.00
.10 .00 6.05 .00 .000 .020 .000 .000 491.00 1272.12
.001978 90. 90. 90. 0 0 0 .00 31.96 1304.08
CCHV= .100 CEHV- .300
*SECNO 1890.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .61
UPSTREAM FROM BETHEL SCHOOL ROAD CONCRETE PILOT CHANNEL BEGINS
PILOT CHANNEL IS ONLY 4 FEET WIDE UPSTREAM - COMPOSITE N VALUES
DISCHARGES NOT REDUCED AT PIPE OUTFALLS FROM SHADOW RIDGE ESTATES
NO COMPUTATIONS AVAILABLE FOR AREA TO BE PICKED UP
1890.000 4.08 495.08 .00 .00 495.59 .51 .08 .01 498.50
500.0 .0 500.0 .0 .0 86.8 .0 5.2 1.7 498.00
.10 .00 5.76 .00 .000 .035 .000 .000 491.00 1271.86
.005308 25. 25. 25. 0 0 0 .00 32.67 1304.54
*SECNO 2260.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.96
GRASS CHANNEL AND PILOT CHANNEL - SHADOW RIDGE ESTATES FIRST INCREMENT
2260.000 4.84 496.34 .00 .00 496.52 .18 .90 .03 500.00
500.0 .0 500.0 .0 .0 147.6 .0 6.2 2.0 500.00
.13 .00 3.39 .00 .000 .035 .000 .000 491.50 1206.56
.001383 385. 370. 370. 2 0 0 .00 45.21 1251.77
*SECNO 2580.000
2580.000 4.82 496.82 .00 .00 496.93 .11 .41 .01 498.00
365.0 .0 365.0 .0 .0 135.5 .0 7.2 2.4 500.00
.16 .00 2.69 .00 .000 .035 .000 .000 492.00 1216.88
.001130 305. 320. 335. 2 0 0 .00 51.20 1268.08
Base Conditions Model
Page 4 of 10
*SECNO 2850.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.42
2850.000 4.56 497.06 .00 .00 497.14 .08 .21 .00 500.00
365.0 .0 365.0 .0 .0 160.2 .0 8.1 2.7 500.00
.19 .00 2.28 .00 .000 .035 .000 .000 492.50 1074.19
.000557 255. 270. 275. 2 0 0 .00 44.52 1118.71
1
23JUL09 10:34:05 PAGE 8
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
0 QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
* SECNO 3210.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .58
END OF CONCRETE PILOT CHANNEL - GRASS SWALE TO CULVERT OUTFALL
3210.000 4.31 497.31 .00 .00 497.50 .18 .32 .03 508.00
365.0 .0 365.0 .0 .0 106.3 .0 9.2 3.0 506.00
.22 .00 3.44 .00 .000 .035 .000 .000 493.00 1081.71
.001662 395. 360. 345. 2 0 0 .00 36.57 1118.29
*SECNO 3325.000
END OF TRIBUTARY G -2
3325.000 4.51 497.51 .00 .00 497.75 .24 .24 .02 508.00
365.0 .0 365.0 .0 .0 92.2 .0 9.5 3.1 507.00
.23 .00 3.96 .00 .000 .035 .000 .000 493.00 1076.97
.002593 115. 115. 115. 2 0 0 .00 35.91 1112.88
1
23JUL09 10:34:05 PAGE 9
T1 COPPELL CITY -WIDE STORM WATER MANAGEMENT STUDY
T2 EXISTING CONDITIONS WITH FULLY DEVELOPED 100 YEAR DISCHARGE
T3 STREAM G2 -- TRIBG2.DAT -- A.H. HALFF ASSOC.
J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ
7 .004 485
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
15 -1
1
23JUL09 10:34:05 PAGE 10
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*PROF 2
CCHV= .300 CEHV= .500
*SECNO 330.000
CROSSINGS INCLUDE BETHEL SCHOOL ROAD OVER TRIG G -2
TRIB G -2A LIMIT OF STUDY IS D.S. FACE OF BETHEL SCHOOL ROAD CULVERT
PLANS REVIEWED:
SHADOW RIDGE ESTATES -- FIRST INCREMENT
SHADOW RIDGE ESTATES -- SECOND INCREMENT
DENTON TAP ROAD DRAINAGE PLANS
DRAINAGE AREA MAP (HALFF ASSOC.)
KAYE STREET AND SHADOW RIDGE ESTATES FLOODING COMPLAINTS
FIRST SECTION - INSIDE GRAPEVINE FLOOD PLAIN
ALL SECTIONS FROM CITY OF COPPELL 2 FOOT CONTOUR MAP
330.000 11.07 482.07 .00 485.00 482.42 .36 .00 .00 480.00
1650.0 6.1 1639.2 4.7 5.3 340.5 4.3 .0 .0 480.00
.00 1.14 4.81 1.11 .080 .070 .080 .000 471.00 1379.83
.003987 1. 1. 1. 0 0 4 .00 54.30 1434.13
*SECNO 670.000
SECTION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
670.000 10.30 483.30 .00 .00 483.51 .21 1.04 .05 480.00
1650.0 23.6 1620.9 5.5 19.1 442.0 5.4 3.2 .5 480.00
.03 1.24 3.67 1.01 .080 .070 .080 .000 473.00 1258.45
Base Conditions Model
Page 5 of 10
.002406 355. 340. 335. 2 0 0 .00 79.85 1338.30
*SECNO 1010.000
3301 HV CHANGED MORE THAN HVINS
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
SECTION STATION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
STEEP SECTION TO OUTFALL - CRITICAL DEPTH -
1010.000 5.19 485.79 485.79 .00 487.21 1.41 2.08 .60 486.00
1650.0 .0 1645.2 4.8 . 172.2 2.5 5.7 1.1 485.00
.04 .00 9.55 1.92 .000 .060 .080 .000 480.60 1150.57
.036922 310. 340. 355. 20 8 0 .00 65.78 1216.35
1
23JUL09 10:34:05 PAGE 11
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 1020.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.75
SECTION 1010 REPEATED TO REMOVE EFFECTS OF CRITICAL DEPTH
1020.000 6.32 486.92 .00 .00 487.62 .70 .20 .21 486.00
1650.0 2.1 1618.9 29.0 1.6 239.5 14.7 5.7 1.1 485.00
.04 1.35 6.76 1.97 .070 .060 .080 .000 480.60 1146.56
.012060 10. 10. 10. 4 0 0 .00 78.78 1225.34
*SECNO 1270.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO - .45
SECTION UPSTREAM OF CONFLUENCE WITH TRIB G2 -A
CRITICAL DEPTH DUE TO RAPID CHANGE IN CROSS SECTION
1270.000 6.67 491.37 491.27 .00 492.76 1.40 4.80 .35 494.00
1300.0 .0 1300.0 .0 .0 137.2 .0 6.9 1.5 494.00
.04 .00 9.48 .00 .000 .060 .000 .000 484.70 1139.80
.037645 240. 260. 285. 4 8 0 .00 47.00 1186.80
*SECNO 1280.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.62
SECTION REPEATED TO REMOVE EFFECTS OF CRITICAL DEPTH DOWNSTREAM
1280.000 7.88 492.58 .00 .00 493.21 .63 .22 .23 494.00
1300.0 .0 1300.0 .0 .0 204.2 .0 7.0 1.5 494.00
.04 .00 6.37 .00 .000 .060 .000 .000 484.70 1130.61
.014381 10. 10. 10. 5 0 0 .00 62.32 1192.93
1
23JUL09 10:34:05 PAGE 12
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -HANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 1510.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.84
SECTION BETWEEN CONFLUENCE WITH TRIB G2 -A AND BETHEL SCHOOL ROAD
1510.000 8.12 494.62 .00 .00 494.95 .33 1.64 .09 494.00
1300.0 1.1 1298.1 .8 1.7 281.3 1.4 8.2 1.8 494.00
.06 .63 4.61 .55 .070 .060 .080 .000 486.50 1083.44
.004259 220. 230. 220. 4 0 0 .00 66.19 1149.63
*SECNO 1800.000
3495 OVERBANK AREA ASSUMED NON - EFFECTIVE, ELLEA= 498.00 ELREA- 498.00
Base Conditions Model
Page 6 of 10
DOWNSTREAM FACE OF BETHEL SCHOOL ROAD -
BANK ELEVATIONS NOT RAISED TO RESTRICT FLOW - ALL FLOWS OVERTOP ROAD
PROGRAM INDICATES THAT HYDRAULIC JUMP WILL OCCUR DOWNSTREAM
(OR WITHIN THE BOX CULVERTS) DEBRIS DOWNSTREAM DOES NOT REFLECT
THE TURBULENCE ASSOCIATED WITH HYDRAULIC JUMPS
1800.000 6.07 496.07 .00 .00 496.46 .39 1.48 .03 498.00
1300.0 .0 1300.0 .0 .0 259.5 .0 10.0 2.3 498.00
.07 .00 5.01 .00 .000 .060 .000 .000 490.00 1342.24
.006741 270. 280. 260. 3 0 0 .00 65.52 1407.76
SPECIAL BRIDGE
5227 DOWNSTREAM ELEV IS 494.68 , NOT 496.07 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS)
SO XK XKOR COFQ RDLEN BWC BWP BAREA SS ELCHU ELCHD
1.25 1.65 2.90 .00 17.00 1.00 96.00 .00 491.00 490.00
*SECNO 1865.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 4.30
PRESSURE AND WEIR FLOW, Weir Submergence Based on TRAPEZOIDAL Shape
1
23JULO9 10:34:05 PAGE 13
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
EGPRS EGLWC H3 QWEIR QPR BAREA TRAPEZOID ELLC ELTRD WEIRLN
AREA
500.77 498.91 .00 128. 1178. 96. 96. 497.00 500.00 162.
3495 OVERBANK AREA ASSUMED NON - EFFECTIVE, ELLEA= 499.30 ELREA= 500.00
UPSTREAM FACE OF BETHEL SCHOOL ROAD - DOUBLE 6 X 8 BOX ON 45 SKEW
BOX FLOWLINE ASSUMED SAME AS ORIGINAL 54 INCH RCP'S (NO PLANS)
STREET GRADES TAKEN FROM SHADOW RIDGE ESTATES FIRST INCREMENT PLANS
STREET IS OVERTOPPED DURING A 2 -YEAR STORM (24 HR HIGH INTENSE PERIOD)
1865.000 8.68 499.68 .00 .00 499.93 .25 3.47 .00 498.50
1300.0 21.2 1278.8 .0 37.2 319.3 .0 10.6 2.5 498.00
.08 .57 4.01 .00 .035 .020 .000 .000 491.00 1187.02
.000365 90. 90. 90. 2 0 4 .00 127.98 1315.00
CCHV- .100 CEHV= .300
* SECNO 1890.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .59
UPSTREAM FROM BETHEL SCHOOL ROAD CONCRETE PILOT CHANNEL BEGINS
PILOT CHANNEL IS ONLY 4 FEET WIDE UPSTREAM - COMPOSITE N VALUES
DISCHARGES NOT REDUCED AT PIPE OUTFALLS FROM SHADOW RIDGE ESTATES
NO COMPUTATIONS AVAILABLE FOR AREA TO BE PICKED UP
1890.000 8.72 499.72 .00 .00 499.94 .23 .01 .00 498.50
1300.0 38.8 1247.7 13.6 39.5 321.6 11.1 10.8 2.5 498.00
.08 .98 3.88 1.23 .035 .035 .035 .000 491.00 1185.11
.001039 25. 25. 25. 2 0 0 .00 142.76 1327.87
*SECNO 2260.000
GRASS CHANNEL AND PILOT CHANNEL - SHADOW RIDGE ESTATES FIRST INCREMENT
2260.000 8.62 500.12 .00 .00 500.28 .16 .33 .01 500.00
1300.0 .0 1300.0 .0 .2 405.9 .0 14.1 3.6 500.00
.11 .19 3.20 .01 .035 .035 .035 .000 491.50 1166.27
.000794 385. 370. 370. 2 0 0 .00 94.14 1260.41
1
23JUL09 10:34:05 PAGE 14
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV
0 QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 2580.000
2580.000 8.38 500.38 .00 .00 500.48 .10 .19 .01 498.00
930.0 11.2 918.7 .1 11.8 361.5 .2 17.0 4.2 500.00
.15 .95 2.54 .28 .035 .035 .035 .000 492.00 1200.09
.000413 305. 320. 335. 2 0 0 .00 81.17 1281.26
Base Conditions Model
Page 7 of 10
* SECNO 2850.000
2850.000 7.98 500.48 .00 .00 500.60 .12 .11 .01 500.00
930.0 .2 929.7 .1 .6 332.5 .2 19.2 4.6 500.00
.18 .33 2.80 .32 .035 .035 .035 .000 492.50 1067.62
.000431 255. 270. 275. 2 0 0 .00 58.41 1126.03
*SECNO 3210.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .67
END OF CONCRETE PILOT CHANNEL - GRASS SWALE TO CULVERT OUTFALL
3210.000 7.64 500.64 .00 .00 500.85 .21 .22 .03 508.00
930.0 .0 930.0 .0 .0 254.8 .0 21.6 5.1 506.00
.20 .00 3.65 .00 .000 .035 .000 .000 493.00 1074.21
.000961 395. 360. 345. 0 0 0 .00 52.37 1126.58
*SECNO 3325.000
END OF TRIBUTARY G -2
3325.000 7.77 500.77 .00 .00 500.97 .20 .12 .00 508.00
930.0 .0 930.0 .0 .0 257.1 .0 22.3 5.2 507.00
.21 .00 3.62 .00 .000 .035 .000 .000 493.00 1059.52
.001176 115. 115. 115. 2 0 0 .00 63.21 1122.73
1
23JUL09 10:34:05 PAGE 15
THIS RUN EXECUTED 23JUL09 10:34:05
****** ** * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HEC -2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
NOTE- ASTERISK ( *) AT LEFT OF CROSS - SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
STREAM G2 -- TRIBG
SUMMARY PRINTOUT
SECNO Q CWSEL VCH VOL TWA
330.000 650.00 478.50 3.52 .00 .00
330.000 1650.00 482.07 4.81 .00 .00
670.000 650.00 479.91 2.94 1.58 .40
670.000 1650.00 483.30 3.67 3.19 .53
* 1010.000 650.00 484.20 7.72 2.78 .84
* 1010.000 1650.00 485.79 9.55 5.69 1.09
* 1020.000 650.00 485.14 4.86 2.80 .85
* 1020.000 1650.00 486.92 6.76 5.74 1.11
* 1270.000 500.00 489.42 7.33 3.41 1.10
* 1270.000 1300.00 491.37 9.48 6.91 1.49
1280.000 500.00 490.01 5.89 3.42 1.11
* 1280.000 1300.00 492.58 6.37 6.95 1.50
* 1510.000 500.00 492.09 3.34 4.04 1.31
* 1510.000 1300.00 494.62 4.61 8.24 1.84
* 1800.000 500.00 493.59 4.16 4.91 1.61
1800.000 1300.00 496.07 5.01 9.99 2.26
* 1865.000 500.00 494.94 6.05 5.12 1.69
* 1865.000 1300.00 499.68 4.01 10.63 2.46
* 1890.000 500.00 495.08 5.76 5.17 1.71
* 1890.000 1300.00 499.72 3.88 10.84 2.54
* 2260.000 500.00 496.34 3.39 6.16 2.04
2260.000 1300.00 500.12 3.20 14.15 3.56
1
23JUL09 10:34:05 PAGE 16
SECNO Q CWSEL VCH VOL TWA
2580.000 365.00 496.82 2.69 7.20 2.40
2580.000 930.00 500.38 2.54 17.01 4.20
* 2850.000 365.00 497.06 2.28 8.12 2.69
2850.000 930.00 500.48 2.80 19.20 4.63
Base Conditions Model
Page 8 of 10
* 3210.000 365.00 497.31 3.44 9.22 3.03
* 3210.000 930.00 500.64 3.65 21.63 5.09
3325.000 365.00 497.51 3.96 9.48 3.12
3325.000 930.00 500.77 3.62 22.30 5.24
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23JUL09 10:34:05 PAGE 17
STREAM G2 -- TRIBG
SUMMARY PRINTOUT TABLE 150
SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10 *KS VCH AREA .01K
330.000 .00 .00 .00 471.00 650.00 478.50 .00 478.70 39.91 3.52 184.56 102.89
330.000 .00 .00 .00 471.00 1650.00 482.07 .00 482.42 39.87 4.81 350.07 261.31
670.000 340.00 .00 .00 473.00 650.00 479.91 .00 480.04 38.06 2.94 221.44 105.36
670.000 340.00 .00 .00 473.00 1650.00 483.30 .00 483.51 24.06 3.67 466.54 336.39
* 1010.000 340.00 .00 .00 480.60 650.00 484.20 484.20 485.12 454.94 7.72 84.14 30.47
* 1010.000 340.00 .00 .00 480.60 1650.00 485.79 485.79 487.21 369.22 9.55 174.73 85.87
* 1020.000 10.00 .00 .00 480.60 650.00 485.14 .00 485.51 128.13 4.86 133.83 57.42
* 1020.000 10.00 .00 .00 480.60 1650.00 486.92 .00 487.62 120.60 6.76 255.81 150.25
* 1270.000 260.00 .00 .00 484.70 500.00 489.42 .00 490.25 279.21 7.33 68.23 29.92
* 1270.000 260.00 .00 .00 484.70 1300.00 491.37 491.27 492.76 376.45 9.48 137.15 67.00
1280.000 10.00 .00 .00 484.70 500.00 490.01 .00 490.54 156.01 5.89 84.91 40.03
* 1280.000 10.00 .00 .00 484.70 1300.00 492.58 .00 493.21 143.81 6.37 204.15 108.40
* 1510.000 230.00 .00 .00 486.50 500.00 492.09 .00 492.27 39.65 3.34 149.52 79.40
* 1510.000 230.00 .00 .00 486.50 1300.00 494.62 .00 494.95 42.59 4.61 284.48 199.19
* 1800.000 280.00 .00 .00 490.00 500.00 493.59 .00 493.86 82.43 4.16 120.32 55.07
1800.000 280.00 .00 .00 490.00 1300.00 496.07 .00 496.46 67.41 5.01 259.48 158.33
* 1865.000 90.00 500.00 497.00 491.00 500.00 494.94 .00 495.51 19.78 6.05 82.71 112.41
* 1865.000 90.00 500.00 497.00 491.00 1300.00 499.68 .00 499.93 3.65 4.01 356.45 680.52
* 1890.000 25.00 .00 .00 491.00 500.00 495.08 .00 495.59 53.08 5.76 86.84 68.63
* 1890.000 25.00 .00 .00 491.00 1300.00 499.72 .00 499.94 10.39 3.88 372.10 403.40
* 2260.000 370.00 .00 .00 491.50 500.00 496.34 .00 496.52 13.83 3.39 147.57 134.43
2260.000 370.00 .00 .00 491.50 1300.00 500.12 .00 500.28 7.94 3.20 406.19 461.33
2580.000 320.00 .00 .00 492.00 365.00 496.82 .00 496.93 11.30 2.69 135.49 108.59
2580.000 320.00 .00 .00 492.00 930.00 500.38 .00 500.48 4.13 2.54 373.49 457.38
* 2850.000 270.00 .00 .00 492.50 365.00 497.06 .00 497.14 5.57 2.28 160.18 154.61
2850.000 270.00 .00 .00 492.50 930.00 500.48 .00 500.60 4.31 2.80 333.27 448.18
* 3210.000 360.00 .00 .00 493.00 365.00 497.31 .00 497.50 16.62 3.44 106.25 89.54
* 3210.000 360.00 .00 .00 493.00 930.00 500.64 .00 500.85 9.61 3.65 254.81 300.05
3325.000 115.00 .00 .00 493.00 365.00 497.51 .00 497.75 25.93 3.96 92.23 71.68
3325.000 115.00 .00 .00 493.00 930.00 500.77 .00 500.97 11.76 3.62 257.11 271.17
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23JUL09 10:34:05 PAGE 18
STREAM G2 -- TRIBG
SUMMARY PRINTOUT TABLE 150
SECNO Q CWSEL DIFWSP DIFWSX DIFWWS TOPWID XLCH
330.000 650.00 478.50 .00 .00 -6.50 39.19 .00
330.000 1650.00 482.07 3.56 .00 -2.93 54.30 .00
670.000 650.00 479.91 .00 1.40 .00 64.13 340.00
670.000 1650.00 483.30 3.39 1.23 .00 79.85 340.00
* 1010.000 650.00 484.20 .00 4.29 .00 46.78 340.00
* 1010.000 1650.00 485.79 1.60 2.49 .00 65.78 340.00
* 1020.000 650.00 485.14 .00 .95 .00 58.70 10.00
* 1020.000 1650.00 486.92 1.78 1.13 .00 78.78 10.00
* 1270.000 500.00 489.42 .00 4.27 .00 26.93 260.00
* 1270.000 1300.00 491.37 1.95 4.45 .00 47.00 260.00
1280.000 500.00 490.01 .00 .59 .00 30.05 10.00
* 1280.000 1300.00 492.58 2.58 1.21 .00 62.32 10.00
* 1510.000 500.00 492.09 .00 2.09 .00 45.99 230.00
* 1510.000 1300.00 494.62 2.52 2.03 .00 66.19 230.00
* 1800.000 500.00 493.59 .00 1.50 .00 46.96 280.00
Base Conditions Model
Page 9 of 10
1800.000 1300.00 496.07 2.47 1.45 .00 65.52 280.00
* 1865.000 500.00 494.94 .00 1.35 .00 31.96 90.00
* 1865.000 1300.00 499.68 4.74 3.61 .00 127.98 90.00
* 1890.000 500.00 495.08 .00 .13 .00 32.67 25.00
* 1890.000 1300.00 499.72 4.64 .04 .00 142.76 25.00
* 2260.000 500.00 496.34 .00 1.27 .00 45.21 370.00
2260.000 1300.00 500.12 3.78 .41 .00 94.14 370.00
2580.000 365.00 496.82 .00 .48 .00 51.20 320.00
2580.000 930.00 500.38 3.56 .25 .00 81.17 320.00
* 2850.000 365.00 497.06 .00 .24 .00 44.52 270.00
2850.000 930.00 500.48 3.41 .10 .00 58.41 270.00
* 3210.000 365.00 497.31 .00 .25 .00 36.57 360.00
* 3210.000 930.00 500.64 3.32 .16 .00 52.37 360.00
3325.000 365.00 497.51 .00 .19 .00 35.91 115.00
3325.000 930.00 500.77 3.26 .13 .00 63.21 115.00
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23JUL09 10:34:05 PAGE 19
SUMMARY OF ERRORS AND SPECIAL NOTES
CAUTION SECNO= 1010.000 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1010.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1010.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
CAUTION SECNO= 1010.000 PROFILE= 2 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 1010.000 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SECNO= 1010.000 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL
WARNING SECNO= 1020.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1020.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1270.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1270.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1280.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1510.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1510.000 PROFILE- 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1800.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CAUTION SECNO= 1865.000 PROFILE= 1 HYDRAULIC JUMP D.S.
WARNING SECNO= 1865.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CAUTION SECNO= 1865.000 PROFILE= 2 HYDRAULIC JUMP D.S.
WARNING SECNO= 1865.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1890.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1890.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 2260.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 2850.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 3210.000 PROFILE- 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 3210.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
Base Conditions Model
Page 10 of 10
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HEC -RAS Plan: ExistCondModel River, RIVER -1 Reach: Reach -1
Reach River Ste Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Scope Vel Clint Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft) (ft/ft) . O ti. (sq 6 ) (ft)
Reach -1 3325 2 -Year 365.00 493.00 497.93. : 498.11') 0.001695 3.38 108.12 38.83 0.36
Reach -1 3325 100 -Year 930.00 493.00 501.00 501.21 0.000900 3.67 255.01 64.19 0.29
Reach -1 3210 2 -Year 365.00 493.00 497.81 497.95 0.001056 2.92 125.11 39.07 0.29
Reach -1 3210 100 -Year 930.00 493.00 500.92 501.10 0.000817 3.45 269.89 53.44 0.27
Reach -1 3055 2 -Year 365.00 492.83 497.62 497.77 0.001270 3.03 120.47 40.04 0.31
Reach -1 3055 100 -Year _ 930.00 492.83 500.79 500.97 0.000852 3.39 275.61 62.74 0.27
Reach -1 2948 2 -Year 1 365.00 492.67 497.50 497.63 0.001198 2.95 127.63 62.12 0.30
Reach -1 2948 100 -Year 930.00 492.67 500.82 500.89 0.000273 2.34 509.92 148.62 0.17
Reach -1 2850 2 -Year 365.00 491.50 497.09 497.33 0.003619 3.93 92.76 29.79 0.39
Reach -1 2850 100 -Year 930.00 491.50 500.51 500.78 0.002555 4.12 225.74 48.27 0.34
Reach -1 2580 2 -Year 365.00 492.00 496.75 496.87 0.001216 2.77 131.85 50.52 0.30
Reach -1 2580 100 -Year 930.00 492.00 500.45 500.55 0.000399 2.52 379.16 81.69 0.19
Reach -1 2375 2 -Year 365.00 490.91 496.45 496.81 0.001316 3.15 115.98 39.29 0.32
Reach -1 2375 100 -Year 930.00 490.91 500.33 500.46 0.000433 3.05 369.25 89.10 0.21
Reach -1 2260 2 -Year 500.00 491.50 496.26 496.45 0.001364 3.48 143.79 44.09 0.33
Reach -1 2260 100 -Year 1300.00 491.50 500.19 500.39 0.000679 3.72 413.88 93.69 0.26
Reach -1 1883 2 -Year 500.00 489.65 496.13 492.58 496.26 0.000227 2.83 176.82 40.98 0.24
Reach -1 1883 100 -Year 1300.00 489.65 500.11 494.67 500.26 0.000169 3.14 486.93 165.97 0.22
Reach -1 1832.5 Culvert
Reach-1 1825 2 -Year 500.00 489.33 492.60 491.67 492.97 0.001377 4.88 102.52 42.65 0.55
Reach -1 1825 100 -Year 1300.00 489.33 495.05 493.33 495.55 0.001029 5.72 227.37 59.56 0.52
Reach -1 1510 2 -Year 500.00 486.50 492.09 492.26 0.003980 3.35 149.33 45.97 0.33
Reach -1 1510 100 -Year 1300.00 486.50 494.62 494.95 0.004261 4.61 284.46 66.18 0.36
Reach -1 1280 2 -Year 500.00 484.70 490.01 490.54 0.015570 5.88 85.01 30.09 0.62
Reach -1 1280 100 -Year 1300.00 484.70 492.58 493.21 0.014493 6.39 203.53 62.20 0.62
Reach -1 1270 2 -Year 500.00 484.70 489.42 490.25 0.027936 7.33 68.22 26.92 0.81
Reach -1 1270 100 -Year 1300.00 484.70 491.35 491.30 492.75 0.038025 9.52 136.57 48.84 0.98
Reach -1 1020 2 -Year 650.00 480.60 485.14 484.22 485.50 0.012848 4.86 133.72 58.68 0.56
Reach -1 1020 100 -Year 1650.00 480.60 486.93 485.79 487.62 0.011921 6.73 256.88 78.94 0.59
Reach -1 1010 2 -Year 650.00 480.60 484.21 484.21 485.12 0.044345 7.85 84.96 47.01 1.00
Reach -1 1010 100 -Year 1650.00 480.60 485.79 485.79 487.21 0.037296 9.58 174.14 65.68 0.99
Reach -1 670 2 -Year 650.00 473.00 479.90 480.04 0.003812 2.94 221.33 64.11 0.28
Reach -1 670 100 -Year 1650.00 473.00 483.30 483.50 0.002411 3.67 466.26 79.84 0.25
Reach -1 330 2 -Year 650.00 471.00 478.50 474.92 478.69 0.004006 3.53 184.33 39.16 0.29
Reach -1 330 100 -Year 1650.00 471.00 482.06 477.39 482.42 0.004002 4.82 349.65 54.26 0.31
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TributaryG2.rep
HEC -RAS Version 4.0.0 March 2008
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
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PROJECT DATA
Project Title: THWEAT PROPERTY TRIBUTARY G2
Project File : TributaryG2.prj
Run Date and Time: 8/17/2009 4:13:10 PM
Project in English units
Project Description:
OEI Model Created on July 23, 09. Imported HEC -2 Model
SMP
NWRS
JOB #: 0556
GRAHAM BRANCH FLOODPLAIN STUDY - PROJECTED DEVELOPED
PREPARED:
111906 -CGL COPPELL CITY -WIDE STORM WATER MANAGEMENT STUDY
EXISTING CONDITIONS WITH FULLY DEVELOPED 2 YEAR DISCHARGE
STREAM G2
TRIBG2.DAT -- A.H. HALFF ASSOC.
PLAN DATA
Plan Title: Existing Conditions Model
Plan File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes Builders \Hydraulics \OEI
Models \TributaryG2.p08
Geometry Title: Existing Conditions Geom
Geometry File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes
Builders \Hydraulics \OEI Models \TributaryG2.g08
Flow Title : CWSWMS Fully Developed Flows
Flow File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes
Builders \Hydraulics \OEI Models \TributaryG2.f02
Plan Description:
Modellers Notes (SMP): Added 3055, 2948,2375. Verified and Updated Reach
Lengths, Mannings n Values. Updated Ineffective Flow Limits and Obstructions.
Updated Bethel School Road as #2 -6x8 Culverts
Plan Summary Information:
Number of: Cross Sections = 17 Multiple Openings = 0
Culverts = 1 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Page 1
TributaryG2.rep
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: CWSWMS Fully Developed Flows
Flow File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes Builders \Hydraulics \OEI
Models \TributaryG2.f02
Flow Data (cfs)
River Reach RS 2 -Year 100 -Year
RIVER -1 Reach -1 3325 365 930
RIVER -1 Reach -1 2260 500 1300
RIVER -1 Reach -1 1020 650 1650
Boundary Conditions
River Reach Profile Upstream Downstream
RIVER -1 Reach -1 2 -Year Normal S = 0.004
RIVER -1 Reach -1 100 -Year Normal S = 0.004
GEOMETRY DATA
Geometry Title: Existing Conditions Geom
Geometry File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes Builders \Hydraulics \OEI
Models \TributaryG2.g08
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 3325
INPUT
Description: OEI MODELING BEGIN.
END OF TRIBUTARY G -2 (AT HEADWALL)
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508.5 1055 508 1060 500 1075 498 1095 493
1100 493 1120 500 1145 507 1170 507.5 1215 508
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1060 .035 1120 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1060 1120 115 115 115 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1000 1070 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 3210
Page 2
TributaryG2.rep
INPUT
Description: END OF CONCRETE PILOT CHANNEL - GRASS SWALE TO CULVERT OUTFALL
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508 1040 508.5 1065 508 1075 500 1090 494
1100 493 1105 493 1110 494 1125 500 1140 506
1160 507 1240 507
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1065 .035 1140 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1065 1140 275 155 105 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1075 500 T
1160 1207 500 T
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 3055
INPUT
Description:
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
980 507.54 1007.25 505.19 1032.6 502.16 1057.3 501.52 1086.34 494.94
1105 492.83 1110 492.83 1117.1 500.32 1173.8 504.66 1264.24 506.76
1325.76 506.77
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
980 .06 1032.6 .04 1057.3 .035 1117.1 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1057.3 1117.1 102 107 80 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1216 1325.76 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2948
INPUT
Description:
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1110 507.5 1114.17 507 1119.05 506 1123.92 505 1128.78 504
1138.49 502 1143.38 501 1148.31 500 1164.74 499 1195.32 498
1231.22 497 1248.29 492.67 1253.29 492.67 1273.28 497.01 1313.37 505.7
1403.28 507.03 1447.07 506.1
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
1110 .06 1128.78 .04 1148.31 .035 1231.22 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1231.22 1273.28 155 148 135 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1314 1447.07 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2850
Page 3
TributaryG2.rep
INPUT
Description:
Station Elevation Data num= 22
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1145 509 1154.94 508 1160.79 507 1166.22 506 1172.88 505
1178.48 504 1185.58 503 1198.11 502 1204.79 501 1208.34 500
1211.36 499 1214.08 498 1217.11 497 1219.76 496 1221.96 495
1224.29 494 1226.58 493 1228.27 491.5 1233.24 491.5 1267.2 505.7
1330.32 508.06 1378.43 506.33
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
1145 .06 1204.79 .065 1226.58 .035 1267.2 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1204.79 1267.2 205 220 255 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1270 1378.43 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2580
INPUT
Description:
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508 1050 504 1185 504 1210 498 1245 492
1250 492 1280 500 1300 506 1380 507 1400 507
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .06 1210 .035 1280 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1210 1280 195 205 215 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1291 1400 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2375
INPUT
Description:
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 505 30 504 49 503 78 502 88 501
94 500 102 499 111 498 125 497 131 496
135 495 144 492 147 490.91 152 490.91 166 496
201 506 300 506 353.95 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 125 .035 166 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
125 166 110 115 120 .1 .3
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2260
INPUT
Description: GRASS CHANNEL AND PILOT CHANNEL - SHADOW RIDGE ESTATES FIRST
INCREMENT
Page 4
TributaryG2.rep
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 504 1038.22 503.5 1066.69 503 1124.51 502 1150.28 501
1170.73 500 1179.16 499 1187.91 498 1200.36 497 1210 496
1220 492 1225 491.5 1230 491.5 1242 492 1260 500
1280 506 1380 507
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .06 1210 .035 1260 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1210 1260 385 370 370 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1260 1380 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1883
INPUT
Description: UPSTREAM FACE OF BETHEL SCHOOL ROAD - DOUBLE 6 X 8 BOX ON 45
SKEW
BOX FLOWLINE ASSUMED SAME AS ORIGINAL 54 INCH RCP'S (NO
PLANS)
STREET GRADES TAKEN FROM SHADOW RIDGE ESTATES FIRST
INCREMENT PLANS
STREET IS OVERTOPPED DURING A 2 -YEAR STORM (24
HR HIGH INTENSE PERIOD)
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 506 1025 504 1170 500 1250 498.5 1260 498
1270 496 1280 489.65 1294 489.65 1315 498 1330 500
1365 502 1420 504 1460 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1250 .02 1315 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1250 1315 58 58 58 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1250 499.3 F
1315 1460 500 F
CULVERT
RIVER: RIVER -1
REACH: Reach -1 RS: 1832.5
INPUT
Description: Bridge #1
Distance from Upstream XS = 1
Deck /Roadway Width = 56
Weir Coefficient = 2.9
Upstream Deck /Roadway Coordinates
num= 10
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
1100 501.2 490 1145 500 490 1215 499.3 490
1250 499.3 490 1250 499.3 497.5 1265 499.3 497.5
1315 499.936 497.5 1315 499.936 490 1320 500 490
1370 501.5 490
Upstream Bridge Cross Section Data
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 506 1025 504 1170 500 1250 498.5 1260 498
1270 496 1280 489.65 1294 489.65 1315 498 1330 500
Page 5
TributaryG2.rep
BANK ELEVATIONS NOT
RAISED TO RESTRICT FLOW - ALL FLOWS OVERTOP ROAD
PROGRAM
INDICATES THAT HYDRAULIC JUMP WILL OCCUR DOWNSTREAM
(OR WITHIN
THE BOX CULVERTS) DEBRIS DOWNSTREAM DOES NOT REFLECT
THE
TURBULENCE ASSOCIATED WITH HYDRAULIC JUMPS
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508 1210 502 1280 500 1335 498 1365 489.33
1375 489.33 1385 489.33 1415 498 1450 500 1470 502
1510 504 1560 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1335 .02 1415 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1335 1415 270 280 260 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1335 498 F
1415 1560 498 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1510
INPUT
Description: SECTION BETWEEN CONFLUENCE WITH TRIB G2 -A AND BETHEL SCHOOL
ROAD
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1050 498 1071 496 1089 494 1100 490
1110 486.5 1112 486.5 1135 490 1145 494 1160 496
1180 498 1230 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1089 .06 1145 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1089 1145 220 230 220 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1280
INPUT
Description: This is a REPEATED section.
SECTION REPEATED TO REMOVE EFFECTS
OF CRITICAL DEPTH DOWNSTREAM
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1055 498 1105 496 1120 494 1150 490
1170 484.7 1172 484.7 1180 490 1200 494 1225 496
1260 498 1300 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1120 .06 1200 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1120 1200 10 10 10 .3 .5
CROSS SECTION
Page 7
TributaryG2.rep
RIVER: RIVER -1
REACH: Reach -1 RS: 1270
INPUT
Description: SECTION UPSTREAM OF CONFLUENCE WITH TRIB G2 -A
CRITICAL DEPTH
DUE TO RAPID CHANGE IN CROSS SECTION
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1055 498 1105 496 1120 494 1150 490
1170 484.7 1172 484.7 1180 490 1200 494 1225 496
1260 498 1300 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1120 .06 1200 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1120 1200 240 260 285 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1020
INPUT
Description: This is a REPEATED section.
SECTION 1010 REPEATED TO REMOVE
EFFECTS OF CRITICAL DEPTH
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1030 498 1075 496 1110 494 1135 490
1150 486 1165 480.6 1210 485 1250 490 1270 494
1315 498 1360 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1150 .06 1210 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1150 1210 10 10 10 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1010
INPUT
Description: SECTION STATION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP
ROAD
STEEP SECTION TO OUTFALL - CRITICAL DEPTH -
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1030 498 1075 496 1110 494 1135 490
1150 486 1165 480.6 1210 485 1250 490 1270 494
1315 498 1360 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1150 .06 1210 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1150 1210 310 340 355 .3 .5
CROSS SECTION
RIVER: RIVER -1
Page 8
TributaryG2.rep
REACH: Reach -1 RS: 670
INPUT
Description: SECTION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1200 500 1270 480 1318 473 1335 480 1345 490
1365 496 1390 498 1470 500 1515 502 1590 504
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1200 .08 1270 .07 1335 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1270 1335 355 340 335 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 330
INPUT
Description: CROSSINGS INCLUDE BETHEL SCHOOL ROAD OVER TRIB G -2
TRIB G -2A
LIMIT OF STUDY IS D.S. FACE OF BETHEL SCHOOL ROAD CULVERT
PLANS
REVIEWED:
SHADOW RIDGE ESTATES -- FIRST INCREMENT
SHADOW
RIDGE ESTATES -- SECOND INCREMENT
DENTON TAP ROAD DRAINAGE
PLANS
DRAINAGE AREA MAP (HALFF ASSOC.)
KAYE STREET AND
SHADOW RIDGE ESTATES FLOODING COMPLAINTS
FIRST SECTION -
INSIDE GRAPEVINE FLOOD PLAIN
ALL SECTIONS FROM CITY OF COPPELL
2 FOOT CONTOUR MAP
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1080 498 1140 496 1170 490 1175 489
1185 490 1205 491 1230 490 1275 490.8 1300 490
1345 488 1370 486 1385 480 1395 471 1405 471
1430 480 1450 490 1480 492 1550 494 1615 498
1655 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .08 1385 .07 1430 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1385 1430 1 1 1 .3 .5
SUMMARY OF MANNING'S N VALUES
River:RIVER -1
Reach River Sta. nl n2 n3 n4
Reach -1 3325 .035 .035 .035
Reach -1 3210 .035 .035 .035
Reach -1 3055 .06 .04 .035 .035
Reach -1 2948 .06 .04 .035 .035
Reach -1 2850 .06 .065 .035 .035
Reach -1 2580 .06 .035 .035
Reach -1 2375 .06 .035 .035
Reach -1 2260 .06 .035 .035
Page 9
TributaryG2.rep
Reach -1 1883 .035 .02 .035
Reach -1 1832.5 Culvert
Reach -1 1825 .035 .02 .035
Reach -1 1510 .07 .06 .08
Reach -1 1280 .07 .06 .08
Reach -1 1270 .07 .06 .08
Reach -1 1020 .07 .06 .08
Reach -1 1010 .07 .06 .08
Reach -1 670 .08 .07 .08
Reach -1 330 .08 .07 .08
SUMMARY OF REACH LENGTHS
River: RIVER -1
Reach River Sta. Left Channel Right
Reach -1 3325 115 115 115
Reach -1 3210 275 155 105
Reach -1 3055 102 107 80
Reach -1 2948 155 148 135
Reach -1 2850 205 220 255
Reach -1 2580 195 205 215
Reach -1 2375 110 115 120
Reach -1 2260 385 370 370
Reach -1 1883 58 58 58
Reach -1 1832.5 Culvert
Reach -1 1825 270 280 260
Reach -1 1510 220 230 220
Reach -1 1280 10 10 10
Reach -1 1270 240 260 285
Reach -1 1020 10 10 10
Reach -1 1010 310 340 355
Reach -1 670 355 340 335
Reach -1 330 1 1 1
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: RIVER -1
Reach River Sta. Contr. Expan.
Reach -1 3325 .1 .3
Reach -1 3210 .1 .3
Reach -1 3055 .1 .3
Reach -1 2948 .1 .3
Reach -1 2850 .1 .3
Reach -1 2580 .1 .3
Reach -1 2375 .1 .3
Reach -1 2260 .1 .3
Reach -1 1883 .3 .5
Reach -1 1832.5 Culvert
Reach -1 1825 .3 .5
Reach -1 1510 .3 .5
Reach -1 1280 .3 .5
Reach -1 1270 .3 .5
Reach -1 1020 .3 .5
Reach -1 1010 .3 .5
Reach -1 670 .3 .5
Reach -1 330 .3 .5
Page 10
•
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• Proposed Conditions Model
• (HEC -RAS Summary Output)
•
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•
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•
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•
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•
•
HEC -RAS Plan. PropCondModel River: RIVER -1 Reach. Reach -1
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl
{cf#1 ( (ft) (ft) (8) (818) Ms) (sI ft) (ft) ,
Reach -1 3325 2 -Year 365.00 493.00 497.91 498.09 0.001739 3.41 107.09 38.65 0.36
, Reach -1 3325 100 -Year 930.00 493.00 500.99 501.20 0.000905 3.67 254.62 64.16 0.29
Reach -1 3210 2 -Year 365.00 493.00 497.78 497.92 0.001084 2.94 123.94 38.92 0.29
Reach -1 3210 100 -Year 930.00 493.00 500.91 501.09 0.000820 3.45 269.47 53.41 0.27
Reach -1 3055 2 -Year 365.00 492.83 497.59 497.73 0.001314 3.07 119.01 39.85 0.31
Reach -1 3055 100 -Year 930.00 492.83 500.78 500.96 0.000856 3.40 275.08 62.59 0.27
Reach -1 2948 2 -Year 365.00 492.67 497.43 497.57 0.001709 2.96 123.72 57.23 0.35
Reach -1 2948 100 -Year 930.00 492.67 500.75 500.88 0.000519 2.88 339.02 72.54 0.22
Reach -1 2850 2 -Near 365.00 491.50 497.02 497.27 0.002246 4.03 90.47 29.37 0.41
Reach -1 2850 100 -Year 930.00 491.50 500.48 500.74 0.001358 4.15 224.00 48.06 0.34
Reach -1 2580 2 -Year 365.00 492.00 496.76 496.87 0.001207 2.76 132.19 50.58 0.30
Reach -1. 2580 100 -Year 930.00 492.00 500.45 500.55 0.000399 2.52 379.15 81.69 0.19
Reach -1 2375 2 -Year 365.00 490.91 496.46 496.61 0.001306 3.15 116.34 39.38 0.32
Reach -1 2375 100 -Year 930.00 490.91 500.33 500.46 0.000432 3.04 368.62 86.14 0.21
Reach -1 2260 2 -Year 500.00 491.50 496.26 496.45 0.001456 3.47 143.97 44.15 0.34
Reach -1 2260 100 -Year 1300.00 491.50 500.19 500.39 0.000717 3.51 370.28 62.65 0.25
Reach -1 1883 2 -Year 500.00 489.65 496.13 492.58 496.26 0.000227 2.83 176.82 40.98 0.24
Reach -1 1883 100 -Year 1300.00 489.65 500.11 494.67 500.26 0.000169 3.14 486,93 165.97 0.22
Reach -1 1832.5 Culvert
Reach -1 1825 2 -Year 1 500.00 489.33 492.60 491.67 492.97 0.001377 4.88 102.52 42.65 0.55
'Reach -1 1825 100 -Year 1300.00 489.33 495.05 493.33 495.55 0.001029 5.72 227.37 59.56 0.52
Reach -1 1510 2-Year ; 486.50 492.08 492.26 0.003980 3.35 149.33 45.97 0.33
Reach -1 1510 100 -Year 1300.00 486.50 494.62 494.95 0.004261 4.61 284.46 66.18 0.36
Reach -1 1280 2 -Year 500.00 484.70 490.01 490.54 0.015570 5.88 85.01 30.09 0.62
Reach -1 1280 100 -Year 1300.00 484.70 492.58 493.21 0.014493 - 6.39 203.53 62.20 0.62
Reach -1 1270 2 -Year 500.00 484.70 489.42 490.25 0.027936 7.33 68.22 26.92 0.81
Reach -1 1270 100 -Year 1300.00 484.70 491.35 491.30 492.75 0.038025 9.52 136.57 46.84 0.98
Reach -1 11020 2 -Year 650.00 480.60 485.14 484.22 485.50 0.012848 4.86 133.72 58.68 0.56
Reach -1 1 1020 100 -Year 1650.00 480.60 486.93 485.79 487.62 0.011921 6.73 256.88 78.94 0.59
Reach -1 1010 2 -Year I 650.00 480.60 484.21 484.21 485.12 0.044345 7.65 84.96 47.01 1.00
Reach -1 1010 100 -Year I 1650.00 480.60 485.79 485.79 487.21 0.037296 9.58 174.14 65.68 0.99
Reach -1 670 2 -Year 650.00 473.00 479.90 480.04 0.003812 2.94 221.33 64.11 0.28
Reach -1 670 100 -Year 1650.00 473.00 483.30 483.50 0.002411 3.67 46626 79.84 0.25
Reach -1 330 2 -Year ' 650.00 471.00 478.50 474.92 478.69 0.004006 3.53 184.33 39.16 0.29
Reach -1 330 100 -Year 1650.00 471.00 482.06 477.39 482.42 0.004002 4.82 349.65 54.26 0.31
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• Proposed Conditions Mode
(HEC -RAS Detailed Output)
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TributaryG2.rep
HEC -RAS Version 4.0.0 March 2008
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXX 0{ XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: THWEAT PROPERTY TRIBUTARY G2
Project File : TributaryG2.prj
Run Date and Time: 8/17/2009 4:15:06 PM
Project in English units
Project Description:
OEI Model Created on July 23, 09. Imported HEC -2 Model
SMP
NWRS
JOB #: 0556
GRAHAM BRANCH FLOODPLAIN STUDY - PROJECTED DEVELOPED
PREPARED:
111906 -CGL COPPELL CITY -WIDE STORM WATER MANAGEMENT STUDY
EXISTING CONDITIONS WITH FULLY DEVELOPED 2 YEAR DISCHARGE
STREAM G2
-- TRIBG2.DAT -- A.H. HALFF ASSOC.
PLAN DATA
Plan Title: Final Proposed Conditions Model
Plan File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes Builders \Hydraulics \OEI
Models \TributaryG2.p09
Geometry Title: Final Proposed Conditions Geom
Geometry File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes
Builders \Hydraulics \OEI Models \TributaryG2.g09
Flow Title : CWSWMS Fully Developed Flows
Flow File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes
Builders \Hydraulics \OEI Models \TributaryG2.f02
Plan Description:
Modellers Notes (SMP): Moved retaining wall away from Creek - approximately 10'
; removed tree on XS 2850; Made cur on XS 2260 for retaining wall; XS 2948 has
a retaining wall
Plan Summary Information:
N»mber of: Cross Sections = 17 Multiple Openings = 0
Culverts = 1 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Page 1
TributaryG2.rep
Critical depth calculation tolerance = 0.01
Maximum ni,mher of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: CWSWMS Fully Developed Flows
Flow File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes Builders \Hydraulics \OEI
Models \TributaryG2.f02
Flow Data (cfs)
River Reach RS 2 -Year 100 -Year
RIVER -1 Reach -1 3325 365 930
RIVER -1 Reach -1 2260 500 1300
RIVER -1 Reach -1 1020 650 1650
Boundary Conditions
River Reach Profile Upstream Downstream
RIVER -1 Reach -1 2 -Year Normal S = 0.004
RIVER -1 Reach -1 100 -Year Normal S = 0.004
GEOMETRY DATA
Geometry Title: Final Proposed Conditions Geom
Geometry File : S: \OEI Current Jobs \347.001 Thweat Property - Coppell -The Holmes Builders \Hydraulics \OEI
Models \TributaryG2.g09
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 3325
INPUT
Description: OEI MODELING BEGIN.
END OF TRIBUTARY G -2 (AT HEADWALL)
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508.5 1055 508 1060 500 1075 498 1095 493
1100 493 1120 500 1145 507 1170 507.5 1215 508
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1060 .035 1120 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1060 1120 115 115 115 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1000 1070 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 3210
Page 2
TributaryG2.rep
INPUT
Description: END OF CONCRETE PILOT CHANNEL - GRASS SWALE TO CULVERT OUTFALL
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508 1040 508.5 1065 508 1075 500 1090 494
1100 493 1105 493 1110 494 1125 500 1140 506
1160 507 1240 507
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1065 .035 1140 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1065 1140 275 155 105 .1 .3
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1075 500 T
1160 1207 500 T
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 3055
INPUT
Description:
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
980 507.54 1007.25 505.19 1032.6 502.16 1057.3 501.52 1086.34 494.94
1105 492.83 1110 492.83 1117.1 500.32 1173.8 504.66 1264.24 506.76
1325.76 506.77
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
980 .06 1032.6 .04 1057.3 .035 1117.1 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1057.3 1117.1 102 107 80 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1216 1325.76 F
Blocked Obstructions num= 1
Sta L Sta R Elev
980 1059
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2948
INPUT
Description:
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1110 507.5 1114.17 507 1119.05 506 1123.92 505 1128.78 504
1138.49 502 1143.38 501 1218 500.6 1218 497.37 1231.22 497
1248.29 492.67 1253.29 492.67 1273.28 497.01 1313.37 505.7 1403.28 507.03
1447.07 506.1
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
1110 .06 1128.78 .035 1218 .035 1231.22 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1218 1273.28 155 148 135 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1314 1447.07 F
Blocked Obstructions num= 1
Sta L Sta R Elev
1110 1218
Page 3
TributaryG2.rep
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2850
INPUT
Description:
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1145 509 1154.94 508 1160.79 507 1166.22 506 1172.88 505
1178.48 504 1192 503.5 1204.79 501 1208.34 500 1211.36 499
1214.08 498 1217.11 497 1219.76 496 1221.96 495 1224.29 494
1226.58 493 1228.27 491.5 1233.24 491.5 1267.2 505.7 1330.32 508.06
1378.43 506.33
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1145 .06 1192 .035 1267.2 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1192 1267.2 205 220 255 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1270 1378.43 F
Blocked Obstructions num= 1
Sta L Sta R Elev
1145 1200
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2580
INPUT
Description:
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508 1050 504 1185 504 1210 498 1245 492
1250 492 1280 500 1300 506 1380 507 1400 507
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .06 1210 .035 1280 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1210 1280 195 205 215 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1291 1400 F
Blocked Obstructions num= 1
Sta L Sta R Elev
1000 1189
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2375
INPUT
Description:
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 505 30 504 49 503 78 502 88 501
94 500 102 499 111 498 125 497 131 496
135 495 144 492 147 490.91 152 490.91 166 496
201 506 300 506 353.95 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .06 125 .035 166 .035
Page 4
TributaryG2.rep
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
125 166 110 115 120 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
0 95 506
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 2260
INPUT
Description: GRASS CHANNEL AND PILOT CHANNEL - SHADOW RIDGE ESTATES FIRST
INCREMENT
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 504 1038.22 503.5 1066.69 503 1124.51 502 1150.28 501
1198 500.2 1198 497.19 1198 496.5 1205.93 496.42 1210 496
1220 492 1225 491.5 1230 491.5 1242 492 1260 500
1280 506 1380 507
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .06 1198 .035 1260 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1198 1260 385 370 370 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
1260 1380 F
Blocked Obstructions num= 1
Sta L Sta R Elev
1000 1198
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1883
INPUT
Description: UPSTREAM FACE OF BETHEL SCHOOL ROAD - DOUBLE 6 X 8 BOX ON 45
SKEW
BOX FLOWLINE ASSUMED SAME AS ORIGINAL 54 INCH RCP'S (NO
PLANS)
STREET GRADES TAKEN FROM SHADOW RIDGE ESTATES FIRST
INCREMENT PLANS
STREET IS OVERTOPPED DURING A 2 -YEAR STORM (24
HR HIGH INTENSE PERIOD)
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 506 1025 504 1170 500 1250 498.5 1260 498
1270 496 1280 489.65 1294 489.65 1315 498 1330 500
1365 502 1420 504 1460 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1250 .02 1315 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1250 1315 58 58 58 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1250 499.3 F
1315 1460 500 F
CULVERT
RIVER: RIVER -1
REACH: Reach -1 RS: 1832.5
INPUT
Page 5
TributaryG2.rep
Description: Bridge #1
Distance from Upstream XS = 1
Deck /Roadway Width = 56
Weir Coefficient = 2.9
Upstream Deck /Roadway Coordinates
num= 10
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
1100 501.2 490 1145 500 490 1215 499.3 490
1250 499.3 490 1250 499.3 497.5 1265 499.3 497.5
1315 499.936 497.5 1315 499.936 490 1320 500 490
1370 501.5 490
Upstream Bridge Cross Section Data
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 506 1025 504 1170 500 1250 498.5 1260 498
1270 496 1280 489.65 1294 489.65 1315 498 1330 500
1365 502 1420 504 1460 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1250 .02 1315 .035
Bank Sta: Left Right Coeff Contr. Expan.
1250 1315 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1250 499.3 F
1315 1460 500 F
Downstream Deck /Roadway Coordinates
num= 11
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
1100 501.2 490 1145 500 490 1215 499.3 490
1265 499.3 490 1320 499.3 490 1335 499.3 490
1335 499.36 497.5 1370 499.5 497.5 1415 499.936 497.5
1450 500 497.5 1470 501.5 497.5
Downstream Bridge Cross Section Data
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508 1210 502 1280 500 1335 498 1365 489.33
1375 489.33 1385 489.33 1415 498 1450 500 1470 502
1510 504 1560 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1335 .02 1415 .035
Bank Sta: Left Right Coeff Contr. Expan.
1335 1415 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1335 498 F
1415 1560 498 F
Upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins = 500
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Culverts = 1
Culvert Name Shape Rise Span
Culvert #1 Box 8 6
FHWA Chart # 8 - flared wingwalls
FHWA Scale # 2 - Wingwall flared 90 or 15 deg.
Solution Criteria = Highest U.S. EG
Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef
5 50 .013 .013 0 .5 1
Page 6
TributaryG2.rep
Number of Barrels = 2
Upstream Elevation = 489.65
Centerline Stations
Sta. Sta.
1283.5 1290.5
Downstream Elevation = 489.33
Centerline Stations
Sta. Sta.
1372.5 1379.5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1825
INPUT
Description: DOWNSTREAM FACE OF BETHEL SCHOOL ROAD -
BANK ELEVATIONS NOT
RAISED TO RESTRICT FLOW - ALL FLOWS OVERTOP ROAD
PROGRAM
INDICATES THAT HYDRAULIC JUMP WILL OCCUR. DOWNSTREAM
(OR WITHIN
THE BOX CULVERTS) DEBRIS DOWNSTREAM DOES NOT REFLECT
THE
TURBULENCE ASSOCIATED WITH HYDRAULIC JUMPS
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 508 1210 502 1280 500 1335 498 1365 489.33
1375 489.33 1385 489.33 1415 498 1450 500 1470 502
1510 504 1560 506
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .035 1335 .02 1415 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1335 1415 270 280 260 .3 .5
Ineffective Flow num= 2
Sta L Sta R Elev Permanent
1000 1335 498 F
1415 1560 498 F
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1510
INPUT
Description: SECTION BETWEEN CONFLUENCE WITH TRIB G2 -A AND BETHEL SCHOOL
ROAD
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1050 498 1071 496 1089 494 1100 490
1110 486.5 1112 486.5 1135 490 1145 494 1160 496
1180 498 1230 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1089 .06 1145 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1089 1145 220 230 220 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1280
INPUT
Description: This is a REPEATED section.
Page 7
TributaryG2.rep
SECTION REPEATED TO REMOVE EFFECTS
OF CRITICAL DEPTH DOWNSTREAM
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1055 498 1105 496 1120 494 1150 490
1170 484.7 1172 484.7 1180 490 1200 494 1225 496
1260 498 1300 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1120 .06 1200 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1120 1200 10 10 10 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1270
INPUT
Description: SECTION UPSTREAM OF CONFLUENCE WITH TRIB G2 -A
CRITICAL DEPTH
DUE TO RAPID CHANGE IN CROSS SECTION
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1055 498 1105 496 1120 494 1150 490
1170 484.7 1172 484.7 1180 490 1200 494 1225 496
1260 498 1300 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1120 .06 1200 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1120 1200 240 260 285 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1020
INPUT
Description: This is a REPEATED section.
SECTION 1010 REPEATED TO REMOVE
EFFECTS OF CRITICAL DEPTH
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1030 498 1075 496 1110 494 1135 490
1150 486 1165 480.6 1210 485 1250 490 1270 494
1315 498 1360 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1150 .06 1210 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1150 1210 10 10 10 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 1010
INPUT
Description: SECTION STATION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP
ROAD
STEEP SECTION TO OUTFALL - CRITICAL DEPTH -
Page 8
TributaryG2.rep
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1030 498 1075 496 1110 494 1135 490
1150 486 1165 480.6 1210 485 1250 490 1270 494
1315 498 1360 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .07 1150 .06 1210 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1150 1210 310 340 355 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 670
INPUT
Description: SECTION ADJUSTED FOR SLOPE EASEMENT FROM DENTON TAP ROAD
Station Elevation Data num= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1200 500 1270 480 1318 473 1335 480 1345 490
1365 496 1390 498 1470 500 1515 502 1590 504
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1200 .08 1270 .07 1335 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1270 1335 355 340 335 .3 .5
CROSS SECTION
RIVER: RIVER -1
REACH: Reach -1 RS: 330
INPUT
Description: CROSSINGS INCLUDE BETHEL SCHOOL ROAD OVER TRIB G -2
TRIB G -2A
LIMIT OF STUDY IS D.S. FACE OF BETHEL SCHOOL ROAD CULVERT
PLANS
REVIEWED:
SHADOW RIDGE ESTATES -- FIRST INCREMENT
SHADOW
RIDGE ESTATES -- SECOND INCREMENT
DENTON TAP ROAD DRAINAGE
PLANS
DRAINAGE AREA MAP (HALFF ASSOC.)
KAYE STREET AND
SHADOW RIDGE ESTATES FLOODING COMPLAINTS
FIRST SECTION -
INSIDE GRAPEVINE FLOOD PLAIN
ALL SECTIONS FROM CITY OF COPPELL
2 FOOT CONTOUR MAP
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1000 500 1080 498 1140 496 1170 490 1175 489
1185 490 1205 491 1230 490 1275 490.8 1300 490
1345 488 1370 486 1385 480 1395 471 1405 471
1430 480 1450 490 1480 492 1550 494 1615 498
1655 500
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
1000 .08 1385 .07 1430 .08
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
Page 9
TributaryG2.rep
1385 1430 1 1 1 .3 .5
SUMMARY OF MANNING'S N VALUES
River:RIVER -1
Reach River Sta. nl n2 n3 n4
Reach -1 3325 .035 .035 .035
Reach -1 3210 .035 .035 .035
Reach -1 3055 ' .06 .04 .035 .035
Reach -1 2948 -- .06 .035 .035 .035
Reach -1 2850 .06 .035 ..035
Reach -1 2580 .06 .035 .035
Reach -1 2375-, .06 .035 .035
Reach -1 2260 .06 .035 .035
Reach -1 1883 .035 .02 .035
Reach -1 1832.5 Culvert
Reach -1 1825 .035 .02 .035
Reach -1 1510 .07 .06 .08
Reach -1 1280 .07 .06 .08
Reach -1 1270 .07 .06 .08
Reach -1 1020 .07 .06 .08
Reach -1 1010 .07 .06 .08
Reach -1 670 .08 .07 .08
Reach -1 330 .08 .07 .08
SUMMARY OF REACH LENGTHS
River: RIVER -1
Reach River Sta. Left Channel Right
Reach -1 3325 115 115 115
Reach -1 3210 275 155 105
Reach -1 3055 102 107 80
Reach -1 2948 155 148 135
Reach -1 2850 205 220 255
Reach -1 2580 195 205 215
Reach -1 2375 110 115 120
Reach -1 2260 385 370 370
Reach -1 1883 58 58 58
Reach -1 1832.5 Culvert
Reach -1 1825 270 280 260
Reach -1 1510 220 230 220
Reach -1 1280 10 10 10
Reach -1 1270 240 260 285
Reach -1 1020 10 10 10
Reach -1 1010 310 340 355
Reach -1 670 355 340 335
Reach -1 330 1 1 1
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: RIVER -1
Reach River Sta. Contr. Expan.
Reach -1 3325 .1 .3
Reach -1 3210 .1 .3
Reach -1 3055 .1 .3
Reach -1 2948 .1 .3
Reach -1 2850 .1 .3
Reach -1 2580 .1 .3
Reach -1 2375 .1 .3
Reach -1 2260 .1 .3
Page 10
TributaryG2.rep
Reach -1 1883 .3 .5
Reach -1 1832.5 Culvert
Reach -1 1825 .3 .5
Reach -1 1510 .3 .5
Reach -1 1280 .3 .5
Reach -1 1270 .3 .5
Reach -1 1020 .3 .5
Reach -1 1010 .3 .5
Reach -1 670 .3 .5
Reach -1 330 .3 .5
Page 11
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• Appendix
• Digital Copies of Hydraulic Model
• Y
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I
li
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0 25 so 100
- LEGEND
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m
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FT
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THIS DOCUMENT IS RELEASED
FOR THE PURPOSE OF INTERIM
REVIEW UNDER THE AUTHORITY
OF L. Lynn Kadleck, P.E. 47258
Date: AUG. 19, 2009
PREPARED BY
A KADLECK & ASSOCIATES
ENGINEERING PLANNING SURVEYING
555 Republic Dr., Suite 115 Piano, Texas
(972) 881-0771 75074
TSPE Reg, No. F-6420/TBPLS Reg. No. 100555-00
VICINITY MAP
NTS
NOTE: THERE ARE EXISTING CONCRETE PADS, PIERS, OLD
WATER AND SANITARY SEWER LINES, UTILITY POLES
AERIAL UTILITY LINES, OLD GAS LINES AND POSSIBLY
OTHER LINES THAT SERVED THE ABANDONED TRAILER
PARK.
ALL CONSTRUCTION IN PUBLIC RIGHT-OF-WAY
AND EASEMENT SHALL CONFORM TO
CITY OF COPPELL STANDARD CONSTRUCTION
DETAILS (SEE GENERAL NOTES).
SEE SHEET 4 FOR DRAINAGE CALCULATIONS
(
15)
11�
San
Lake Rd.
SITE
0
° a
3
0
U.1 J: N)
Scale
P lantation
Coop er
N
.................
Bethe School
C
Brooks
0
ILI
Meadow-Creek
m
Bethel
C
Bethel
(A
0
- 51
2
parti
VICINITY MAP
NTS
NOTE: THERE ARE EXISTING CONCRETE PADS, PIERS, OLD
WATER AND SANITARY SEWER LINES, UTILITY POLES
AERIAL UTILITY LINES, OLD GAS LINES AND POSSIBLY
OTHER LINES THAT SERVED THE ABANDONED TRAILER
PARK.
ALL CONSTRUCTION IN PUBLIC RIGHT-OF-WAY
AND EASEMENT SHALL CONFORM TO
CITY OF COPPELL STANDARD CONSTRUCTION
DETAILS (SEE GENERAL NOTES).
SEE SHEET 4 FOR DRAINAGE CALCULATIONS
(
15)
11�