Item 6B - Flood Studya
F27-MMMM •
FloodStudy
HTeaOSouthlake, TX
October 28, 2021
Introduction
This project is approximately 1.3788-acres located at 190 Davis Blvd in Southlake, Texas, as
shown in Appendix A — Figure 1. The Project site is currently undeveloped with a Sonic site to
the north, single-family residential properties to the east across Davis Blvd., and undeveloped
land to the south. Tributary BB-9 flows from north to south along the western side of the
property. Per FIRM 48439C0090L, revised March 21, 2019, there is FEMA floodplain (Zone AE)
within the Project site.
The Project is planned to be developed as an HTeaO commercial property with the construction
plans by Bowman Consulting. The topographic survey was performed by Spooner & Associates
and dated July 21, 2021.
The purpose of the flood study is to use the topographic survey data provided by Spooner &
Associates to determine the corrected effective 100-year floodplain within the limits of the
Project site. It is also to determine if the proposed Project will cause any adverse hydrologic
impacts to the adjacent properties. It is the intent of the Project for all work to remain outside
of the limits of the corrected effective 100-year floodplain of Tributary BB-9.
Overall Hydrologic Analysis
KCE requested the effective models for Tributary BB-9 from FEMA and received a PDF of the HEC-
K output for Tributary BB-9 from lettered cross -sections A-G. In addition, KCE also received the
effective models and shapefiles from the upstream LOMR 19-06-1227P by Boyd Hydrology, PLLC
which became effective 4/27/2020. Since FEMA did not provide KCE with any effective
hydrologic models for the watershed of Tributary BB-9, KCE instead created a HEC-HMS model
to determine if the proposed Project would have an adverse hydrologic impact to other
properties.
KCE used the onsite topographic survey data provided by Spooner & Associates as well as the
2019 USGS lidar contour data to delineate the watershed to the downstream side of the Project
site. Based on the delineations by KCE, the watershed to the downstream side of the Project is
approximately 808-acres, so KCE selected the SCS Unit Hydrograph method as the most
appropriate method to determine the peak discharges at the junctions. Refer to Appendix A —
Figure 2 for the drainage area map.
The SCS curve number (CN) represents the runoff potential of a given area with the higher the
CN, the greater the runoff potential. The curve numbers are determined based on hydrologic
soil type and land use. For this project, KCE determined the CN based on the hydrologic soils type
from the USDA Web Soil Survey and the existing land use from the NCTCOG land use data, edited
to reflect more recent developments. Refer to Appendix A — Figure 2 for the existing land uses,
and the soils map is shown in Appendix A — Figure 3.
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Flood Study
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HTeaO — Southlake, TX
October 28, 2021
The time of concentration is defined as the time required for water to flow from the most
hydraulically remote point of the basin to the design point of interest. The path of travel is
divided into sheet flow, shallow concentrated flow, and open channel flow (or closed storm
system flow). The times of concentration for the subbasins were calculated based on the SCS
publication Technical Release 55 (TR-55) standard engineering practices. The flowpaths used are
shown in Appendix A — Figure 2. The detailed time of concentration calculations are shown in
Appendix C.
Based on TR-55, the watershed lag time was calculated at 60% of the total time of concentration
for each drainage basin. The watershed lag time is the time from the center of mass of excess
rainfall to the peak rate of storm water runoff. Tables 1 and 2 shows the existing and proposed
hydrologic parameters, respectively.
Table 1— Existing Hydrologic Parameters
Existing
Sub
Basin
DA
(acres)
DA
(Sq.Mi.)
Lag Time
(min)
CN
A
0.915
0.001430
7.6
68
OS-1
807.073
1.261052
39.9
82
Table 2 — Proposed Hydrologic Parameters
Proposed
Sub
Basin
DA
(acres)
DA
(Sq.Mi.)
Lag Time
(min)
CN
A
0.915
0.001430
1.8
93
OS-1
807.073
1.261052
39.9
82
KCE used these parameters and the Atlas 14 rainfall data to create a hydrologic model for the
Tributary BB-9 watershed to the downstream side of the Project site in the United States Army
Corps of Engineers HEC-HMS (version 4.8) program to determine the peak discharges for the 100-
and 2-year storm events. Table 3 below shows the results summary.
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Flood Study
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HTeaO — Southlake, TX
October 28, 2021
Table 3 — Results Summary
Hydrologic
100-yr
Peak Discharge (cfs)
2-yr
Peak Discharge (cfs)
Junction
Existing
Proposed
Prop - Exist
Existing
Proposed
Prop - Exist
OS-1
2,547
2,547
0
873
873
0
A
5
11
5
1
5
4
Junction-1
2,548
2,548
0
873
1 873
0
Based on the results of the HEC-HMS model, although there is a slight increase in peak runoff for
subbasin A due to the proposed development, the net impact at the downstream junction,
Junction-1, is no change to the peak discharge for either flow event. Therefore, the proposed
Project should be able to develop as planned with no detention.
Per the effective FIS data, the effective 100-year peak discharge at the corporate limits of the City
of Southlake approximately 3,000-ft downstream of the Project site is 2,650 cfs, so the watershed
peak discharge of 2,548 cfs at Junction-1 is reasonable.
Overall Hydraulic Analysis
KCE requested the effective models for Tributary BB-9 from FEMA and received a PDF of the HEC-
K output for Tributary BB-9 from lettered cross -sections A-G. In addition, KCE also received the
effective models and shapefiles from the upstream LOMR 19-06-1227P by Boyd Hydrology, PLLC
which became effective 4/27/2020. After opening the provided models and shapefiles from
FEMA, KCE determined that the current effective FEMA floodplain through the Project site
appears to have been moved or shifted from the actual location of the creek.
Since the provided models are not in the correct location, KCE created a hydraulic model of
Tributary BB-9 through the Project site. KCE used a combination of the onsite topographic survey
data provided by Spooner & Associates within the Project boundaries and the USGS 2019 contour
data for the offsite portions to create an existing terrain. KCE determined the Manning's n-values
based on aerial images of the site and from the effective model. The downstream limits were set
as a known water surface elevations from the FIS effective lettered cross-section E.
The United States Army Corps of Engineers HEC-RAS (version 6.0) program was used to calculate
the WSEL and velocity within the limits of the study. Table 4 below displays the HEC-RAS results
from the FIS effective 100-year peak discharges through the Project site. The corrected existing
floodplain is shown in Appendix A — Figure 4. Refer to Appendix D for the HEC-RAS profile and
cross -sections for the FEMA storm events for Tributary BB-9.
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Flood Study
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HTeaO — Southlake, TX
October 28, 2021
Table 4 —100-Year HEC-RAS Results
Tributary
1313-9 100-yr Results
River Station
Q Total
(cfs)
Existing
WSEL
(ft)
Velocity
(fps)
Valley Storage
(acre-ft)
7499
2650
639.91
3.82
16.25
7305
2650
639.24
5.49
12.7
7222
2650
638.94
6.17
11.28
7091
2650
638.28
6.82
9.16
6928
2650
637.53
6.35
6.61
6774
2650
636.78
6.26
4.24
6674
2650
636.35
5.37
2.49
6490
2650
635.75
5.31
0
Once KCE provided Bowman Consulting with the corrected existing 100-year floodplain through
the Project site, the proposed site and grading plans were adjusted to remain outside of the 100-
year floodplain. The FFE of the building was set at 651.00 which is more than 11-ft above the
adjacent 100-year WSEL of 639.24.
��r
FloodStudy
HTeaOSouthlake, TX
October 28, 2021
Conclusions
This flood study was performed to determine if the proposed Project can be constructed as
planned without causing an adverse hydrologic or hydraulic impact to other properties per the
City of Southlake definition. Based on the results of the hydrologic analysis, there are minor
increases in the onsite peak discharge as a result of the Project but the net impact to the
watershed is no change to the peak discharge of Tributary BB-9 due to the timing of the
contributing hydrographs.
KCE delineated the corrected effective 100-year floodplain through the Project site using the
effective FIS peak discharges. All proposed onsite improvements were designed by Bowman
Consulting to remain outside of the corrected existing 100-year floodplain. The proposed FFE of
the onsite building is more than 11-ft above the adjacent 100-year WSEL. Therefore, the Project
should be able to be constructed as planned with no onsite detention and no floodplain
reclamation.
If you have any questions or comments, please feel free to call.
Sincerely,
Dr. Cuneyt Erbatur, PE, CFM, LEED AP
Principal
KCE Engineering, LLC
a Texas limited liability corporation
TBPE Reg. No. F-16940
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Appendices
Appendix A,-- Exhibits
HTeaO — Southlake, TX
October 28, 2021
PREPARED BY: OCE
CHECKED BY:
am, HTeaO - Southiak
DRAINAGE AREA MAP
Reg. #: F-16940
!(FM 1938
F
M
1
7
0
9
PEARSON JOHNSONFAWKES LNFLORENCE RDS PEYTONVILLE AVE
LAKEVIEW
BEAM DRMORGAN
VISTA TRL HARRELL DR
PEYTONVILLE N
WATER LILY DRWOO
D
B
R
O
O
K
JELLICO CIR
JUDGE BLAND RD TOP RAIL LNCIMARRON TRL
OVERLAND TRL
SPANISH TRLKINGSWOODHILLSIDE CTS PEARSON LN
WATERMERE DR
SUTTON PL
GRAY LNMEADOWVIEW RDGIFFORD CTLOVEGRASS LNVISTA LNBILTMORE DR
ROYAL LN
BREWER RD
BROCK DR
WINDSOR FOREST TRL
VISTA RDFANNING ST
MICHAEL DRREDWING DRE
G
R
E
T
L
N
SUMAC DR
MARVIN DR
VERMILION CT
MEADOWL
A
R
K
L
N
LODESTAR DR
ELKIN LNRANDOL MILL AVCHESAPEAKE LNEMBER WOODS DRJORDAN DRKATELYN LN
TEXAS TRLFOREST LNTRAILHEAD DR
INDIAN PAINTBRUSH WAYWILD ROSE WAYM
E
S
Q
U
I
T
E
R
D
HOLLAND HILL
WOODLAWN CT
DONLEY CT
TALL WOODS TRLHICKORY CT
TRAIL DUST DR
BRIDGEWOOD DRWILDWOOD WAYLIMERICK CT
WESSEX
R
D
BOB O LINK DR
SANDHILL CT
WESTMINSTER TRLHIGHLAND CT
RIVER OAKS D
R
VISTA VIEW STGRAPE ARBOR CT
WESTWOOD DR
WARRINGTON LN
HICKORY HOLLOW LNBROWN LN BIG BEND CVDEER HOLLOW BLVD
RANCH HOUSE DRTHISTLE CT
WILDERNESS CT REDWING CTTEN BAR TRLPLAYERS CIRMEADOW GLENTHORNWOOD DR
VERANDA LNKILLDEER CT
LUCIAN LNSWALLOW
D
ROSPREY CT
STONEHOLLOW LN
KILLDEER TRL
BRENDA LNPARK PLSTONEBRIDGE LN
PEARSON XINGCAMDEN CIRSTONEBURY DRE
L
K
'
S
L
N
TIMBERLINE
L
NMESQUITE CTIRONCLAD CTSTANSBURY DR
STARLING CT
LAKEVIEW DR
HONEYSUCKLE HL
W
STONECASTLE DRWIMPOLE CT WLOS ALTOS TRL
PALOS VERDES TRL
GREENWOOD DRSPRUCE CTREMUDA CTPORTOFINO PLTWIN CREEK
FERNWOOD DRKNIGHT CTBOARDWALK AVESUMMER RIDGE CT CUMBERLAND TRLSURREY CTBRISTOL GLENCARRICK CTCORRAL CTGLEN CVHAY MEADOW CTFM 1709JOHNSONF
M
1
7
0
9
Junction-1
BB-9
UVOS-1
UVA
Reg. #: F-16940
0 500 1,000250 Feet
Path: D:\GIS\Projects\432-190_Davis\Figure 3 - Soils Map.mxd¯HTeaO - SouthlakeSOILS MAP
FIGURE PREPARED BY:
10/27/20213 CHECKED BY:KME
DATE:
OCE
PROJECT #:432
Legend
!(HMS_Junctions
Existing_Drainage_Area
Parcels
Soil Type
A
B
C
D
Water Note: Drainage area delineations are based on contours with a vertical datum of NAVD88, obtained from the following source: United States Geological Survey (USGS). Pecos Dallas Lidar, 2019-07-12
PREPARED BY: OCE
CI
CHECKED BY: KME
061R] =uNA
Reg. #: F-16940
I
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Appendix B — FIS Data
.• — • TX
October 28, 2021
TABLE 4 - SUMMARY OF DISCHARGES (continued)
PEAK DISCHARGES Lefs
0 0 0 0
FLOODING SOURCE AREA Annual Annual Annual Annual
1 LOCATION
Redelineation Detailed Studv Streams
TRIBUTARY BB-7
At Eagle Bend
TRIBUTARY BB-8
Upstream of confluence with
Big Bear Creek
Upstream of left bank tributary 500 feet
upstream of Continental Boulevard
0.32 ** ** 987 **
2.25 2,550 3,500 3,950 5,000
1.22 1,450 2,000 2,250 2,900
1 RIBUTARY BB-9
Upstream of confluence with Big Bear 1.97 1,950 2,750 3,100 3,950
Creek
At Southlake corporate limits 1.33 1,700 2,350 2,650 3,400
At confluence with Big Bear Creek **
Downstream of confluence of left bank
tributary (approximately 1,900 feet **
downstream of the Johnson
Road crossing
Upstream of confluence of left bank
tributary approximately 1,900 feet **
downstream of the Johnson Road
crossing
TRIBUTARY BB -I I
3,050 4,250
2,500 3,450
4,800 6,100
3,900 4,950
1,450 2,000 2,250 2,850
At confluence with Big Bear Creek 1.18 2,700 3,375
TRIBUTARY BB-1.2
At confluence with Big Bear Creek **
At FM 1709
TRIBUTARY BB-13
Approximately 1,500 feet upstream of 0.45
its confluence with Big Bear Creek
UNNAMED TRIBUTARY TO BIG BEAR CREEK
Approximately 800 feet upstream of 0.35
Keller -Hicks Road
STREAM BFC-1
755 1,105
** **
At confluence with Big Fossil Creek 2.34 4,070
At North Beach Street 2.26 4,070
At Western Center Boulevard 2.00 3,830
4,302
5,225
3,700
4,600
3,000
3,750
1,276 1,651
521 **
5,420 6,010 7,320
5,410 6,000 7,310
5,080 5,630 6,860
z
t
ll t
t
MR
KIM
I
I
0 1000 2000 3000 4000 5000 6000 7000
STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH BIG BEAR CREEK
LEGEND
0.2% ANNUAL CHANCE FLOOD
-- --
1 % ANNUAL CHANCE FLOOD
— —
2% ANNUAL CHANCE FLOOD
— — — — — — —
— — 10% ANNUAL CHANCE FLOOD
STREAM BED
CROSS SECTION LOCATION
8000 9000 10000
660
CD
>-
650
CD
wil
U
620 w
c�
I—
cf)
LLJ
Q
610
=
d
0
w
c�
CD
Q
w
f—
Q
w
w
I
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Appendix C — Hydrologic Data
HTeaO — Southlake, TX
October 28, 2021
9/28/21, 3:06 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 11, Version 2
Location name: Roanoke, Texas, USA*
Latitude: 32.95220, Longitude:-97.19650 h%
Elevation: 705.85 ft**
source: ESRI Maps
** source: USGS §`Ai
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval (years)
Duration ... ... .... ... 1 2 5 10 25 50 100 200 500 1000
5 7in
^0 409 0.477 0.589 0 681 0 807mm O^902 $g9942 ^ 1 10 W „1 23 1 34
(0.310 0 540) (0 365 0 626) (0 449-0 774), (0 511 0.905) (0 586-1.10) (0 638 1 26) (0. �) (0 739-1 60) (0 802 1.85) (0 847 2 04)
10-min 0 655 0 765 0.944 1.09 1.30 1.45 1 61 1 76 1.96 2 12
(0.496-0.865) (0 m585 1.00) (0 719 1 m24) (0 820-1.45) (0.942 1.77) (1 03-2.02) (1.11-2p29) (1 18 2.56) (1 28-2.94) (1 34-3.23)
0.814
0.950
1.18
1.36
1.61
1.80
1.98
2.17 2.44 2.65
[15-min
^ .
(0.616-1 A8)
(0.729-1.25)
(O.M898-1 55)
jl' .02-1.81)m
(1.17-2.19)
(1.27-2.50)
(1.337-2.82)
(1.46-3.17) (1.59-3.65) (1.67-4.04)
1.13
1.32
63
1.88
2.22
2.47
2.73
3.00 3.37 3.66
�mi
"(12
1.73)
2.14)
(1.41-2.50)
(1.61-3.01)
(1.75-3.43)
(1.88-3.88)
(2.02-4.36) (2.19-5.05) (2.32-5.60)
1.47
1.72 2.12
2.45
2.90
3.24
3.59
3.97 4.48 4.89
[���]F
(1.11-1.94)
(1.31-2.25) (1.61-2.78)
(1.84-3.26)
(2.10-3.94)
(2.29-4.51)
(2.48-5.11)
(2.67-5.77) (2.91-6.71) (3.09-7.47)
1.80
2.12 2 64
3.08
3.69
4.16
4.64
5.17 5 91 6.49
2-hr
(1.38-2.35)
(1.63-2.74) (2 03„3.43) 11
(2.33-4.05)
„m(2.70-4.96)
„(2.96-5.72)
(3.23-6.53) 11„m(3.50-7.43)
(3 86 8 72) 11 (4.14-9.78)
3-hr
1.99 2.37 2.97 I 3.48 4.19 4.75 �� m5.34 5.97 68� 7.58
(1.53-2.59) (1.83-3.04) (2.29-3m83) (2.65-4.54) (3.09-5.60) (3.41-6.49) (3.73-7.45) (406-8.51) (4.51-10.1) (4.85-11.3)
[��F-236 2.82 3 56 4 20 5.10 5.81 6 57 7.39 8.54 9.47 (1.83-3.02) (2.20-3.57) (2 78-4 54) (3 22 5 42) (3.79-6.74) (4 20_7 84) (4 62 9,04) (5 rr06-10 4) (5.64-12.3) (6.09-13.9)
12-hr IF 2 77 3.33 4.22 4.98 6.06 6.92 7 82 16.2 11.3
., (2.17-3 52) (2 62-4.17) (3 LL32-5-33) (3 87-6 37)KK rr(4 55-7.92) (5 04 9.22) (5.54-10.6) [697_171(6.77-14.5) (7 31-16.4)
j 24-hr 3.24 3.90 4.93 5.83 7.09 8 09 9714 10 3 11 9 13.2
( 6.16) mm(4.56-7.36) pp(5.36-9.14) (5m94m10 6) (6 m53 12 3) (7.15-14.1) (7.97 16 7) (8.59 18.8)
�_...__h ..5 -. m.
j 2-day 3 76 4.50 5.67 6.68 812 9.27 105 11 8 13.7__j
15.2
m. (3 00 4.66) , (3.60-5.50) (4.54-6.99) (5.28-8.34)mm (6 20-10.3) (6.87 12.0) (7.56 13.9) (8 27-15.9) (9.22-18.9) (9.95-21.4)
j 3-day ]F 4.09 4.89 6.15 7.25 8.81 10.1 11.4 12.8 14.9 16.5
i.... _m 3.28 5.04) (3.94 5.94) 11 (4.96-7.54) (5.76-8.99) Il (6.76-11.1) (7.50 13.0) (8.24-15.0) (9.02-17.1) 1 (10.1-20.4) (10.9 23.0)
1,7 4-day 4.32 5.18 6.52 7.68 9.34 10.7 12.1 13.6 15.8 17.6
(3.48-5.30) 11 (4.18-6.25) (5.28-7.94) (6.13-9.47) (7.20-11.8) (7.99-13.7) m(8.79-15.8) (9.63-18.1) (10.8-21.6) (11.6-24.4)
7-day 4.80 5.78 7.30 8.62 10.5 12.1 13.7 15.5 18.0 20.0
(3.90-5.84) (4.70-6.90) (5.96-8.81) (6.94-10.5) (8.18-13.1) (9.09-15.3) (10.0-17.7) (11 A-20.3) (12.3-24.2) (13.3-27.4)
��7d7a7yj-
5.23 6.29 7.95 9.40 11.5 13.1 14.9 16.8 19.6 21.8
(4.27-6.31) (5.15-7.48) (6.53-9.55) (7.60-11.4) F
.95-14.2) (9.94-16.6) (10.9-19m1) (12.0-22.0) (13.4-26.1) (14.5-29.6)
j 20-day 6.75 7.98 9.95 11.6 14.07 F-15.87F 17.8 19--97F 23.07F 25.5
(5.57-805) (6.63-9.42) (8.26-11.8) (9.49-14.0) (11.0-17.1) (12.1-19M6) (13.1-22.5) (14.3-25.6) (15.9-30.3) (17.1-34.1)
j 3078 03 9.41 11.6 13 5 16.1 18.1 20.222.5 25 8 28.6
(6 67 9m52)w 2788-11 J- (9.72-13.7) 1 (11 1 16 1) (12 7 19.5) (13 rr8-22.3) (15 0 25 3) (16,3-28.7) (17 9 33.7) (19 2-37.8)
33.8
ay 27.1 30_ M r7.
_n �^ 5) (169^26�8) (18 3 30 (8.21 11 6) (9.66 13.4)
j 60 day 11.4 13.3 16.4 19.0 22 7 25.5 28.5 31.5 35.6 38 8
(9.58 13.4)pp mm(11m3-15.5) (13 8 19.1) mm(15.8 22.4) (18 1 27p2) (19.8-31.1) _(21 4-35.2) (22.9-39.6)m (24."- .7) (26.3 50 6)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
ambers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
;timates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
)per bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values.
ease refer to NOAA Atlas 14 document for more information.
https://hdsc. nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=32.9522&Ion=-97.1965&data=depth&units=engIish&series=pds 1 /4
9/28/21, 3:06 PM
Precipitation Frequency Data Server
PF graphical
Average reckirronce
int
jYE
2
5
10
25
50
100
200
500
1000
Duration
— 5--rnin
— 2-day
— I 0-min
— 3-day
I "un
4-day
30-niin
7-day
60-inin
1 G-day
24rir
20-day
3-hr.
30-day
6-hr
45-day
12-4ir
6'"ay
24-hr
Maps & aerials
Small scale terrain
Large scale terrain
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Precipitation Frequency Data Server
IF�T+1!i��i e •
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Precipitation Frequency Data Server
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MID 20910
Questions?: HDSC.Questions,@Doaa..gov
Disclaimer
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EXISTING TRAVEL TIME CALCULATIONS
Basin Data
Overland Flow
Shallow Concentrated Flow
Channel/Street Flow
Basin Name
a cu ate Longest
Flowpath (ft)
LengthSlope
(ft)
(ft/ft)
Surface Type
Manning's n
To (min)
LengthSlope
(ft)
(ft/ft)
Surface Type
K
Ts (min)
LengthSlope
(ft)
(ft/ft)
Manning's n
Area (ft�)
WP (ft)
ChannelTime
Velocity (Us)
To (min)
of Cone.
Calc. (min)
Lag Time
(min)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
X-Section Type
(15)
(16)
(17)
(19)
(20)
(21)
A 365
100
0.030
Dense —Grass
0.240
11.44
265
0.045
unpaved 16.1
1.29
0
0.050
Channel
3.00
0.00
Total To (min)=
11.44
Total Ts (min)=
1.29
Total To (min)=
0.00
12.73
7.6
OS-1 10819
100
0.020
Dense —Grass
0.240
13.45
320
0.063
unpaved 16.1
1.32
1177
0.050
Channel
3.00
6.54
2156
0.013
Conduit
6.00
5.99
7066
0.050
Channel
3.00
39.26
Total To (min)=
13.45
Total Ts (min)=
1.32
Total To (min)=
51.78
66.56
39.9
Lag —Time —Calculations
Existing CN Calculations
309
A
0.320519
Open Space
B
61
19.55166
306
A
0.130686
Open Space
C
74
9.670764
308
A
0.366179
Open Space
D
80
29.29432
193 OS-1
0.0150403 Commercial
A
89
1.338587
195 OS-1
0.117734 Commercial
A
89
10.47833
200 OS-1
0.131635 Commercial
A
89
11.71552
205 OS-1
0.485397 Commercial
B
92
44.65652
213 OS-1
0.484185 Commercial
B
92
44.54502
214 OS-1
0.395292 Commercial
B
92
36.36686
219 OS-1
0.0025773 Commercial
B
92
0.237112
220 OS-1
0.118572 Commercial
B
92
10.90862
300 OS-1
0.0609226 Commercial
B
92
5.604879
190 OS-1
0.890755 Commercial
C
94
83.73097
192 OS-1
2.42296 Commercial
C
94
227.7582
194 OS-1
2.885 Commercial
C
94
271.19
196 OS-1 _
0.000721 Commercial
C
94
0.067774
197OS-1
2.14727 Commercial
C
94
201.8434
199 OS-1
2.56355 Commercial
C
94
240.9737
201 OS-1
1.19188 Commercial
C
94
1120367
202 OS-1
2.12288 Commercial
C
94
199.5507
203' OS-1
0.466663 Commercial
C
94
43.86632
207 OS-1
0.760636 Commercial
C
94
71.49978
208 OS-1 +
2.0053999 Commercial
C
94
188.5076
210 OS-1
0.248666 Commercial
C
94
23.3746
215 OS-1
1.4568599 Commercial
C
94
136.9448
217 OS-1
0.214247 Commercial
C
94
20.13922
222i OS-1
3.4768801 Commercial
C
94
326.8267
225 OS-1
0.128841 Commercial
C
94
12.11105
226 OS-1
3.6589401 Commercial
C
94
343..9404
253 OS-1
4.13831 Commercial
C
94
389.0011
298' OS-1
0.412731 Commercial
C
94
38.79671
305 OS-1
0.551678 Commercial
C
94
51.85773
189 OS-1
2.9697399 Commercial
D
95
2821253
198 OS-1
2.17398 Commercial
D
95
206.5281
204 OS-1
0.527528 Commercial
D
95
50.11516
206 OS-1
9.4230804 Commercial
D
95
895.1926
209 OS-1
10.4863005 Commercial
D
95
996.1985
211 OS-1
0.703521 Commercial
D
95
66.8345
212'' OS-1
1.27714 Commercial
D
95
1213283
216 OS-1
0.93374 Commercial
D
95
88.7053
Existing CN Calculations
221OS-1
0.504011Cnnnmercia|
D
95
47.88105
2240S-1
0.690119
Commercial
D
95
65.56131
252US'1
1.37475Connmerda|
D
95
130.6013
29905-1
0.559841[onnmercia|
D
95
53.1849
188OS'1
8.0878801
Mobile home
8
85
687.4698
185OS-1
1.32226
Mobile home
C
90
119.0034
179US'1
0.U2477S4
Mobile home
D
92
2.279337
35
0S1
0945823
Open Space
A
39
368871
246
OS-1
20357101
Open Space
A
39
7939269
258
OS-1
08962874
Open Space
8
61
5.873531
260
OS-1
0.149101
Open Space
B
61
9095161
273
OS-1
0306096
Open Space
B
61
1867186
287
OS-1
0133697
Open Space
B
61
8155517
241
OS-1
113085
Open Space
C
74
836829
264
OS-1
97018404
Open Space
C
74
7179362
269
OS-1
0611525
Open Space
C
74
4525285
274
OS-1
108527
Open Space
C
74
8030998
243
OS-1
O023724
Open S
D
OU
189792
262
OS-1
0638384O
Space
D
80
5107072
265
OS-1
0'.200344
Open Space
80
16.02752
266
OS-1
178627
Open Space
D
80
1439016
272
OS-1
0407678
Open Space
D
80
32.61424
28U
OS- l
0557376O
Space
D
80
4459008
286OS'1
U.54S814
Open Space
D
80
43.66512
Existing CN Calculations
302 OS-1
0.750463 Open Space
D
80
60.03704
303 OS-1
0.849996 Open Space
D
80
67.99968
263 OS-1
0.873542 Open Space
Water
98
85.60712
232 OS-1
0.673722 Parks/recreation
A
39
26.27516
231 OS-1
0.64981 Parks/recreation
C
74
48.08594
16' OS-1
1.07525 ROW
A
83
89.24575
1 OS-1
1.54544 ROW
B
89
137.5442
2 OS-1
24.9106007 ROW
B
89
2217.043
11 OS-1
0.2716 ROW
B
89
24.1724
17' OS-1
2.62356 ROW
B
89
2334968
20 OS-1
7.1996999 ROW
B
89
640.7733
21' OS-1
1.2079099 ROW
B
89
107.504
29 OS-1
0.0065058 ROW
B
89
0.579016
30 OS-1
11.5105 ROW
B
89
1024.435
3 OS-1
0.658251 ROW
C
92
60.55909
5 OS-1
0.0907257 ROW
C
92
8.346764
6 OS-1
4.4772902 ROW
C
92
411.9107
8 OS-1
2.5950501 ROW
C
92
2387446
10 OS-1
26.5035992 ROW
C
92
2438.331
304 OS-1
0.528579 ROW
C
92
48.62927
0 OS-1
0.490802 ROW
D
93
45.64459
4' OS-1
1.26943 ROW
D
93
118.057
7 OS-1 .
1.97677 ROW
D
93
183.8396
9 OS-1
0.94677 ROW
D
93
88.04961
12 OS-1
0.576872 ROW
D
93
53.6491
13 OS-1
1.20357 ROW
D
93
111.932
14 OS-1
0.0162683 ROW
D
93
1.512952
15 OS-1
1.3886 ROW
D
93
1291398
18 OS-1
0.900888 ROW
D
93
83.78258
19 OS-1
0.720986 ROW
D
93
67.0517
22 OS-1
1.9164701 ROW
D
93
178.2317
23' OS-1
3.0310199 ROW
D
93
281.8849
24 OS-1
0.771433 ROW
D
93
71.74327
25 OS-1
1.32793 ROW
D
93
1234975
26 OS-1
0.976538 ROW
D
93
90.81803
27i OS-1
1.53385 ROW
D
93
1426481
28 OS-1
2.23507 ROW
D
93
207.8615
31 OS-1
2.4072299 ROW
D
93
2238724
49 OS-1
0.17002 Single family
A
61
10.37122
54 OS-1
2.4640801 Single family
A
61
1503089
250 OS-1
5.7163301 Single family
A
61
348.6961
38' OS-1
0.925961 Single family
B
75
69.44708
39 OS-1
0.0003308 Single familv
B
75
0.02481
Existing CN Calculations
56 OS-1
83401003 Single family
8
75
6255075
68 OS-1
61704303 Single family
B
75
4627823
73 OS-1
696907 Single family
8
75
5226803
78 OS-1
0369321 Single family
8
75
3769908
82 OS-1
0094499Single family
B
75
7087425
85 OS-1
Z91O4599Single funni|
B
75
2188845
92 OS-1
2.1430099 Single family
8
75
1607257
96 OS-1
710992 Single family
B
75
533244
106 OS-1
00760451 Single family
8
75
5.703383
110 OS-1
22469299 Single family
B
75
1685197
116 OS-1
0.157509 Single family
8
75
1181318
120 OS-1
121556 Single family
B
75
91167
127 OS-1
156513004 Single family
B
75
1173848
1300S1
O599598Single family
B
75
4496985
135 OS-1
30098 Single family
8
75
225735
139 OS-1
42119398 Single family
B
75
3158955
141 OS-1
2.5064499 Single family
B
75
1879837
146 OS-1
74602499 Single family
B
75
5595187
151 OS-1
35511899 Single family
8
75
2663392
155 OS-1
22399299 Single family
B
75
1672447
158 OS-1
25.5475006 Single family
8
75
1916063
162 OS-1
306867 Single family
B
75
2301503
166OS'1
1.1S777Single fanoi|v
B
75
86.82275
Existing CN Calculations
168 OS-1
45.0410004 Single family
B
75
3378.075
172 OS-1
1.20728 Single family
B
75
90.546
173 OS-1
8.9081898 Single family
B
75
668.1142
176i OS-1
1.04401 Single family
B
75
78.30075
181 OS-1
3.1614399 Single family
B
75
237.108
183I OS-1
0.0532236 Single family
B
75
3.99177
233 OS-1
1.5909899 Single family
B
75
119.3242
236'- OS-1
1.22426 Single family
B
75
918195
239 OS-1
0.659347 Single family
B
75
49.45103
251OS-1
2.1974599 Single family
B
75
164.8095
277 OS-1
1.15992 Single family
B
75
86.994
279 OS-1
0.731411 Single family
B
75
54.85583
285 OS-1
0.072134 Single family
B
75
5.41005
289 OS-1
0.269797 Single family
B
75
20.23478
37 OS-1
4.2251401 Single family
C
83
350.6866
40 OS-1
0.850309 Single family
C
83
70.57565
47 OS-1
1.51414 Single family
C
83
125.6736
53 OS-1
6.0002298 Single family
C
83
4980191
58 OS-1
0.329147 Single family
C
83
27.3192
61' OS-1
0.0037724 Single family
C
83
0.313109
64 OS-1
1.32408 Single family
C
83
109.8986
70 OS-1
1.40039 Single family
C
83
1162324
74 OS-1
0.766809 Single family
C
83
63.64515
76' OS-1
7.4305401 Single family
C
83
616.7348
80 OS-1
0.329656 Single family
C
83
27.36145
86' OS-1
5.8403602 Single family
C
83
4847499
89 OS-1
9.0230799 Single family
C
83
748.9156
91 OS-1
0.42382 Single family
C
83
35.17706
94 OS-1
0.017149 Single family
C
83
1.423367
99' OS-1
3.35377 Single family
C
83
278.3629
102 OS-1
1.15479 Single family
C
83
95.84757
103' OS-1
2.2816899 Single family
C
83
189.3803
105 OS-1
0.155415 Single family
C
83
12.89945
107' OS-1
1.98798 Single family
C
83
1650023
111 OS-1
5.9538002 Single family
C
83
494.1654
115 OS-1
0.0294119 Single family
C
83
2.441188
117 OS-1
0.705256 Single family
C
83
58.53625
122 OS-1
3.9525399 Single family
C
83
328.0608
123 OS-1
14.1892004 Single family
C
83
1177.704
131 OS-1
7.7927899 Single family
C
83
6468016
132 OS-1
6.4439101 Single family
C
83
534.8445
136 OS-1
0.93854 Single family
C
83
77.89882
142 OS-1
0.283777 Single family
C
83
23.55349
Existing CN Calculations
148 OS-1
0375396 Single family
[
83
31.15787
153 OS-1
190396 Single family
C
83
1580287
161OS-1
6438729OSingle family
C
83
5344146
164OS1
19U27OO1Single family
[
83
1579307
170 OS-1
1.22877 Single family
[
83
1019879
175 OS-1
2.6995599 Single family
C
83
2240635
178OS1
O01O452Single family
[
83
0867516
240 OS-1
0401068 Single family
[
83
33.28864
255 OS-1
U6D7U24Single family
C
83
5702299
278 OS-1
0838162 Single family
[
83
6956745
32 OS-1
00015609 Single family
D
87
0.135798
36 OS-1
077603 Single family
D
87
67.51461
42 OS-1
22734399 Single family
D
87
1977893
44 OS-1
33283 Single family
D
87
2895621
48 US1
25315199 Single family
D
87
2202422
51 OS-1
52151399 Single family
D
87
4537172
55 OS-1
00145538 Single family
D
87
1.266181
59 OS-1
0.10277 Single family
D
87
894099
62 OS-1
0640069 Single family
D
87
55686
65 OS-1
036664 Single family
D
87
3189768
69 OS-1
084539 Single family
D
87
73.54893
77DS1
O643915Single family
D
87
5602861
83OS'l
U.97]3S9Single fanni|v
D
87
84.68223
PROPOSED TRAVEL TIME CALCULATIONS
Basin Data
Overland Flow
Shallow Concentrated Flow
Channel/Street Flow
Basin Name
a cu ate Longest
Flowpath (ft)
(1)
LengthSlope
(ft)
(2)
(ft/ft)
(3)
Surface Type
(4)
Manning's n
(5)
To (min)
(6)
LengthSlope
(ft)
(7)
(ft/ft)
(8)
Surface Type
(9)
K
(10)
Ts (min)
(11)
LengthSlope
(ft)
(12)
(ft/ft)
(13)
Manning's n
(14)
X-Section Type
Area (ft�)
(15)
WP (ft)
(16)
ChannelTime
Velocity (Us)
(17)
To (min)
(19)
of Cone.
Calc. (min)
(20)
Lag Time
(min)
(21)
A 365
50 0.010
Concrete 0.015 1.11
Total To (min)= 1.11
315
0.020
paved 20.3
Total Ts (min)=
1.83
1.83
0 0.050
Channel 3.00
Total To (min)=
0.00
0.00
2.94
1.8
Lag —Time —Calculations
CN Calculations
309 A 0.320519 Commercial B 92 29.48775
308 A 0.366179 Commercial D 95 34.78701
I
m
Appendix D — Hydraulic Data
.• — • TX
October 28, 2021
190—Davis—Blvd Plan: Corrected —Existing 9/29/2021
BB-9 BB-9
642-
Legend
-
WS 500-Year
ws 160-Year
640-
WS 50-Year
WS 1 O-Year
Ground
638
636
0
634-
CU
LU
632-
630-
628
626
0 200 400 600 800 1000
1200
Main Channel Distance (fit)
c
0
0
w
c
0
0
w
190_Davis_Blvd Plan: Corrected —Existing 9/29/2021
IRS = 7499 Equivalent to Effective XS 7412
07 J4 .06 1- .07
0 200 400 600 800 1000 1200
0
07
Station (fit)
190_Davis_Blvd Plan: Corrected —Existing 9/29/2021
IRS = 7305
.06 JL .07
200 300 400
Station (ft)
610101
Legend
WS 500-Year
WS 100-Year
WS 50-Year
WS 10-Year
■
Ground
Bank Sta
1400
;:III17
Legend
WS 500-Year
WS 100-Year
WS 50-Year
WS 10-Year
■
Ground
Bank Sta
190_Davis_Blvd Plan: Corrected —Existing 9/29/2021
RS = 7222
.07 JL .06I .07
650
Legend
WS 500-Year
645
WS 100-Year
WS 50-Year
640
WS 10-Year
0
>
Ground
w
635
Bank Sta
630
L
625
----
0
100 200 300 400 500
600
Station (ft)
190_Davis_Blvd Plan: Corrected —Existing 9/29/2021
RS = 7091
.07 "�' .06 .07
646
Legend
644
WS 500-Year
642
~
WS 100-Year
640
WS 50-Year
638
WS 10-Year
0
—
636
■
Ground
w
634
Bank Sta
632
630
628
r�
0
100 200 300 400 500
600
Station (ft)
190_Davis_Blvd Plan: Corrected —Existing 9/29/2021
RS = 6928
.07 .06 .07
646
Legend
644
WS 500-Year
642
I
MIAMI
~
WS 100-Year
640
WS 50-Year
638
WS 10-Year
0
—
636
■
Ground
w
634
Bank Sta
632
630
628
,-- r�
0
100 200 300 400 500
600
Station (ft)
190_Davis_Blvd Plan: Corrected —Existing 9/29/2021
RS = 6774
.07 J' .06 J14 ,07 "�
646
Legend
644
WS 500-Year
642
�r--'�
WS 100- earY
640
WS 50-Year
638
WS 10-Year
0
—
636
■
Ground
w
634
Bank Sta
632
630
628
r�
0
100 200 300 400 500
600
Station (ft)
190_Davis_Blvd
Plan: Corrected —Existing 9/29/2021
RS = 6674
07
"�' .06.07
646
Legend
644-
WS 500-Year
642
~
WS 100-Year
640
WS 50-Year
638
WS 10-Year
0
_
636
■
Ground
w
634
Bank Sta
632
630
628
0
100 200
300 400 500
600
Station (ft)
190_Davis_Blvd
Plan: Corrected —Existing 9/29/2021
RS = 6490 Effective XS E
.07
— >�<06�Q .07
680
Legend
Is
670
WS 500-Year
WS 100-Year
660
WS 50-Year
WS 10-Year
°
650
■
>
Ground
u
w
640
MEN 11
Bank Sta
630
620
r
r
0
200 400
600 800 1000
1200
Station (ft)
I
m
Appendix E — Construction Plans
.• — • TX
October 28, 2021
LOT 5R2-R1
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SITE DATA TABLE
EXISTING ZONING
SP-2 - GENERALIZED SITE PLAN DISTRICT
PROPOSED ZONING
SP-2 - GENERALIZED SITE PLAN DISTRICT
LAND USE DESIGNATION
MIXED USE
NUMBER OF PROPOSED LOTS
1
ASSESSOR PARCEL NUMBER
07887620
GROSS LOT AREA
60,061 SF (1.379 AC)
AREA OF OPEN SPACE
31,907 SF (0.730 AC)
PERCENTAGE OF OPEN SPACE
53.12%
AREA OF IMPERVIOUS COVER
28,154 SF (0.649 AC)
PERCENTAGE OF IMPERVIOUS COVER
46.88%
BUILDING AREA
2,250 SF
NUMBER OF STORIES
1
BUILDING HEIGHT
15'
PROPOSED FLOOR AREA
2,250 SF
REQUIRED PARKING (1 PER 100SF)
23
PROPOSED PARKING
STANDARD
31
HANDICAP
2
TOTAL
33
REQUIRED LOADING SPACE
0
PROVIDED LOADING SPACE
0
AREA OUTSIDE STORAGE
N/A
PRCENTAGE OF OUTSIDE STORAGE
N/A
FLOOD ZONE CLASSIFICATION
ZONE 'X' & ZONE 'AE'
FLOOD ZONE MAP
48439CO090L & 48439CO095K
ANTICIPATED SCHEDULE OF
DEVELOPMENT
CONSTRUCTION START:
CONSTRUCTION END:
MARCH 2O22
NOVEMBER 2022
ENGINEER
BOWMAN CONSULTING GROUP, LTD
1120 S. Capital of Texas Hwy Building #3,
Austin, Texas 78746
[Phone] 972.497.2990
Contact: Ryan Safford, P.E.
DEVELOPER
GKP INVESTMENTS, LLC
1685 Carlyle Ct.,
Westlake, TX 76262
[Phone] 817.789.9091
Contact: Todd Bockenfeld
LOT 5T 4
PARKER'S CORNER
>;p,eS x 8 ad r Lt 49
P, E .C,T .
72+22
BUILDING SETBACK
FRONT (DAVIS BLVD.)
50'
REAR
10,
SIDE
15'
LANDSCAPE BUFFER
FRONT (DAVIS BLVD.)
10,
REAR
10,
SIDE
10' (S) / 5' (N)
SITE NOTES
"
m
DUMPSTERr�
63
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I::IO(N E R
LYNBA HOLDINGS, LLC
0,P,. F, T ,I .-F.
L._,i` D,=MIXED USE
PROPOSED LEGEND
•••'• C
CONCRETE SIDEWALK
PROPERTY LINE
STD. 6" CONCRETE CURB
PARKING SPACE COUNT
STD. DUTY CONCRETE
HEAVY DUTY CONCETE
1. ALL DIMENSIONS SHOWN ARE TO THE FACE OF CURB, PROPERTY LINE OR CENTERLINE OF STRIPING UNLESS
OTHERWISE NOTED.
2. A PRE -CONSTRUCTION MEETING WITH CITY ENGINEER SHALL BE HELD PRIOR TO CONSTRUCTION COMMENCEMENT.
3. THE CITY OF SOUTHLAKE SHALL BE GIVEN AT LEAST 48 HOURS NOTICE PRIOR TO PERFORMING ANY INSPECTIONS.
4. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE PROJECT PLANS, THE CURRENT EDITION OF THE TxDOT
DESIGN STANDARDS AND THE LATEST MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).
5. ALL MECHANICAL EQUIPMENT TO BE ROOF MOUNTED AND SCREENED FROM HE STREET.
6. CONTRACTOR TO PROVIDE AS-BUILTS OF ALL IMPROVEMENTS TO THE SITE. AS-BUILTS TO INCLUDE HORIZONTAL
AND VERTICAL LOCATIONS OF ALL UNDERGROUND UTILITIES INCLUDING, BUT NOT LIMITED TO, PIPES, FITTINGS,
STRUCTURES, AND OTHER APPURTENANCES. ELEVATIONS OF PIPES AT CROSSING POINTS MUST BE SUFFICIENT TO
IDENTIFY MINIMUM SEPARATION OF UTILITIES. IN ADDITION TO THE AFOREMENTIONED CRITERIA AS-BUILTS MUST
MEET ALL LOCAL AND JURISDICTIONAL REQUIREMENTS FOR CERTIFICATION OF CONSTRUCTION.
7. ALL AFFECTED SIDEWALKS, RAMPS AND CROSSWALKS, WILL BE BUILT AND INSPECTED TO MEET CURRENT ADA
REQUIREMENTS.
8. BUILDING SETBACK DIMENSIONS MEASURED TO OUTERMOST ARCHITECTURAL FEATURE. CONTRACTOR TO REFER
TO ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS.
9. ALL CURB RADII ARE 3' UNLESS SHOWN OTHERWISE.
10. PRIOR TO INSTALLATION, CONTRACTOR MUST VERIFY LOCATIONS OF LIGHT POLES, LANDSCAPING AND UTILITIES.
11. CONTRACTOR TO REFER TO ARCHITECTURAL PLANS FOR BUILDING FOOTPRINT.
12. CONTRACTOR TO REFER TO PHOTOMETRIC PLAN FOR LIGHT POLE DETAILS.
LANDSCAPE ARCHITECT OWNER
EVERGREEN DESIGN GROUP, INC
15455 Dallas Pkwy, Suite 600
Addison, Texas 75001
[Phone] 800.680.6630
Contact: Rodney McNabb
KARTHINK & ASSOCIATES
REALTY LLC, LP
190 DAVIS BLVD.
SOUTHLAKE, TX 76092
DEVELOPMENT COMPANY, T.,F.
INS, NO, D201078783,
p 0,P, T L
L_.I I.L . MVX,_..,,..` U E
5/8"IRF--I�
1
EXISTING LEGEND
IRON ROD WITH CAP FOUND
5/8 INCH IRON ROD WITH CAP STAMPED
"SPOONER 5922" SET
IRON ROD FOUND
"X" CUT FOUND
OFFICIAL PUBLIC RECORDS
TARRANT COUNTY, TEXAS
DEED RECORDS
TARRANT COUNTY, TEXAS
PLAT RECORDS
TARRANT COUNTY, TEXAS
CONTROL POINT
PROPERTY CORNER
MARKER FOUND - AS NOTED
POWER POLE
GUY WIRE
LIGHT POLE
TELEPHONE RISER
GAS MARKER
TREE (AS DESCRIBED)
WATER METER
WATER VALVE
FIRE HYDRANT
IRRIGATION CONTROL VALVE
SIGN
UTILITY PULL BOX
OVERHEAD ELEC.
-
U.G. GAS
U.G. WATER
CONCRETE AREA
C; L.z5c-}
SPOT ELEVATION
Er
EDGE OF CONCRETE ELEVATION
s"'
GUTTER ELEVATION
TOP OF CURB ELEVATION
l w, -
TOP OF BANK ELEVATION
:>:C
TOE OF BANK ELEVATION
SUBJECT PROPERTY LINE
EXISTING EASEMENT LINE
-
BUILDING SETBACK LINE
TOP OF BANK
TOE OF BANK
CENTER OF CREEK
CANOPY - COVERED AREA
ELEVATIONS SHOWN HEREON ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) AND
WERE CALCULATED BY APPLYING VERTICAL SHIFTS DERIVED FROM GEOLID MODEL 2012A TO ELLIPSOID HEIGHTS
CALCULATED FROM GPS/GLASS OBSERVATIONS REFERENCED TO THE NORTH AMERICAN DATUM OF 1983, 2011
ADJUSTMENT.
CITY CASE NUMBER: ZA21-0049
�J
WV RIM EL=654.04'
TN EL=649.57'
WV RIM EL=654.13'
TN EL=649.37'
?' STRIPED -
MEDIAN
APHAKE-Jll
uj 10' LANDSCAPE
BUFFER
WV RIM EL=656.34'
TN EL=653.82'
WV RIM EL=656.41'
TN EL=653.29'
O
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ADOPTA
HIGHWAY SIGN
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MICHAEL DR.
VICINITY MAP
SCALE: NTS
/THE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN
IN AN APPROXIMATE WAY ONLY, THE CONTRACTOR SHALL
DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES
BEFORE COMMENCING WORK. CONTRACTOR AGREES TO BE FULLY
RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE
OCCASIONED BY THE CONTRACTORS FAILURE TO EXACTLY
LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
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DESIGN DRAWN CHKD
PK PK RS
JOB No. 070443-01-001
SHEET
C1.0
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Appendix F — Electronic Data
.• — • TX
October 28, 2021