Office Park- CS150629T H E C 1 T Y O F
COFFEL ' L
o
June 29, 2015
Nancy Cline, P.E.
Area Engineer
Denton County Area Office
2624 W. Prairie
Denton, TX 76201
RE: Coppell/ 121 Office Parr
Dear Mrs. Cline,
The City of Coppell is in receipt of a driveway permit request located adjacent to the service
road of State Highway 121 in Coppell, Denton County. This project includes construction of a
single driveway intersections to the frontage road of SH 121. The City of Coppell Engineering
Department has reviewed the permit prepared by Savant Group and approves the location of the
proposed driveway intersection. However, the City of Coppell requests a deceleration lane to
accompany this driveway.
If you have any questions, please feel free to contact me at your convenience.
Sincerely,
George Marshall, P.E.
Civil Engineer
Office Phone: (972) 304-3562
gmarshall@coppelltx.gov
cc: Andrew Beckman
Josh Smith
A FAMILY COMMUNITY FOR A LIFETIME
255 PARKWAY * P.O. BOX 9478 * COPPELL TX 75019 * TEL 972/462 0022 * WWW.COPPELLTX.GOV
Permit to Construct Access Driveway Facilities
on Highway Right of Way
oepsmmr
orrr .sportauon
Form 1058
(Rev. 05/13)
Page 1 of 2
PERMIT NUMBER: TxDOT ENTER PERMIT NUMBER HERE
GPS* ROADWAY
REQUESTOR LATITUDE, LONGITUDE HWY NAME I SH 121
32°59'24.31"N, 97° 02.77" FORTxDOT'S USE
CONTROL 4 -DIGIT
NAME Andrew Beckman SECTION 2 -DIGIT EX. 01
MAILING ADDRESS 433 E. Las Colinas Blvd Suite 1100
CITY, STATE, ZIP Irving, TX 75039
PHONE NUMBER 214-637-4300
*GLOBAL POSITIONING SYSTEM COORDINATES AT INTERSECTION OF DRIVEWAY CENTERLINE WITH ABUTTING ROADWAY
The Texas Department of Transportation, hereinafter called the State, hereby authorizes Glacier Commercial Realty, LP
hereinafter called the Permittee, to ® construct / ❑ reconstruct a office park (residential, convenience
store, retail mall, farm, etc.) access driveway on the highway right of way abutting highway number SH 121 in Denton
County, located on the westbound frontage road approximately 2,500 ft from the west edge of pavement of Denton Tap Rd
USE ADDRIONAL SHEETS AS NEEDED
Subject to the Access Driveway Policy described on page 2 and the following:
1. The undersigned hereby agrees to comply with the terms and conditions set forth in this permit for construction and maintenance
of an access driveway on the state highway right of way.
2. Design of facilities shall be as follows and/or as shown on sketch on page 2 and is subject to conditions stated below:
See sketch on page 9 of accompanying traffic study showing proposed location of driveway. Deceleration lane will be
constructed as per requirement of the City of Coppell. Driveway and deceleration lane construction plans forthcoming.
All construction of materials shall be subject to inspection and approval by the State.
3. Maintenance of facilities constructed hereunder shall be the responsibility of the Permittee, and the State reserves the right to
require any changes, maintenance or repairs as may be necessary to provide protection of life or property on or adjacent to the
highway. Changes in design will be made only with approval of the State.
4. The Permittee shall hold harmless the State and its duly appointed agents and employees against any action for personal injury or
property damage sustained by reason of the exercise of this permit.
5. Except for regulatory and guide signs at county roads and city streets, the Permittee shall not erect any sign on or extending over
any portion of the highway right of way, and vehicle service fixtures such as fuel pumps, vendor stands, or tanks and shall be
located at least 12 feet from the right of way line to ensure that any vehicle services from these fixtures will be off the highway right
of way.
6. The State reserves the right to require a new access driveway permit in the event of a material change in land use or change in
driveway traffic volume or vehicle types.
7. This permit will become null and void if the above -referenced driveway facilities are not constructed within six (6) months from the
issuance date of this permit.
8. The Permittee will contact the State's representative
telephone, ( ) , at least twenty-four (24) hours prior to beginning the work authorized by this permit.
9. The requesting Permittee will be provided instructions on the appeal process if this permit request is denied by the State.
Date of Issuance State Authorized Representative
The undersigned hereby agrees to comply with the terms and conditions set forth in this permit for construction and maintenance of an
access driveway on the highway right of way.
Date: Signed:
(Property owner or owner's representative)
Form 1058 (Rev. 05/13)
Page 2 of 2
Access Driveway Policy
Title 43 Texas Administrative Code (Transportation), Chapter 11 (Design), Subchapter C (Access Connections To State Highways) and
the "Access Management Manual' establish policy for the granting of access and the design, materials, and construction of driveways
connecting to state highways. All driveway facilities must follow this policy.
TxDOT Driveway Permit Request Contact
For a local contact for your TxDOT Driveway Permit Request visit: http://www.txdot.gov/inside-txdot/district html. You can click on the
section of the map closest to your location to find the local TOOT office. You can also click on the drop down box below the map to
find the district for your county.
Sketch of Installation
(Use additional sheets as needed)
I RANSPORFAF ION 2435 N. CI N I RAI FXPI(FSSWAY. SUI I 1 750 3808 ARBORIAWN DR.
1'.N(;INFFRS & VIANNCRS MCI IARMON. 1 FXAS 75080 FOR[ WOR[FI, TEXAS 76109
OFFICE (214) 468-8200 oFFICF: (817) 886-4740
FAX: (214) 468-8266 FAX: (817) 886-4739
WWW.SAVAN WROUI'INC.COM
SAVANT G ROUP
Memorandum
To: Andrew Beckman, Glacier Commercial Realty, LP
From: Josh Smith, P.E., PTOE
Brian Kellogg, M.Sc.
Date: 4/14/15
Re: Coppell Office Park Traffic Study
Savant Group, Inc. (SGI) was retained by Glacier Commercial Realty, LP to perform a traffic study
for the Coppell Office Park, located near the intersection of Denton Tap Road and the SH 121 (Sam
Rayburn Tollway) frontage road. The site location is shown in Figure 1, and the draft site plan is
shown in Figure 2. This memo includes a summary of the site visit and data collection performed,
the estimates of the project site's trip generation and distribution, and weaving and driveway analysis.
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Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
Data Collection
24-hour automated traffic recorder counts were taken for Wednesday, January 21, 2015. The raw
count data can be found in Appendix A. The counts were collected in 15 -minute increments at the
following locations:
• Existing TriCounty Plaza driveway
• SH 121 southbound (westbound) frontage road, west of the TriCounty Plaza driveway
• SH 121 southbound (westbound) exit ramp to SH 121 Business northbound
• SH 121 southbound (westbound) entrance ramp from Denton Tap Road
The AM and PM peak hours were determined based on the maximum hourly volumes of the
southbound SH 121 frontage road and the exit ramp adjacent to the proposed site. The AM peak
hour was found to be from 8:00 to 9:00 AM, and the PM peak hour was found to be from 5:15 to 6:15
PM. The collected volumes are shown in Figure 3.
A site visit was made during a weekday AM peak hour, in which traffic operations and roadway
geometric information were noted. Driver behavior was noted by driving along the likely routes toward
the site and tracking floating car speed and traffic congestion. In general it was noted that, although
the posted speed along the frontage road adjacent to the proposed site is 55 mph, heavy congestion
along the SH 121 southbound mainlanes and entrance ramp from Denton Tap Road — as well as
the proposed site's proximity to Denton Tap Road — resulted in a lower observed speed than the
posted speed limit. When coming from Denton Tap Road toward the project site, most vehicles
appeared to accelerate to around 50 mph by the time they reach the site.
Site Traffic Generation and Distribution
The proposed office park development will include two buildings of 23,500 square feet, for a total of
47,000 square feet. The ITE Trip Generation Manual, 9th Edition was used to estimate daily and peak
SAVANT ] GK0UP Page 3
Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
hour trips generated by the proposed site. Table 1 shows the AM and PM peak hour trip generation
for the proposed site. The full trip generation worksheet can be found in Appendix B.
Tahle 1- Pronosed Site Trio Generation
Trips entering the proposed site will either come from the SH 121 southbound off -ramp near the site,
or the southbound SH 121 frontage road via the traffic signal at Denton Tap Road. Trips exiting the
site could either use the southbound onramp onto the SH 121 mainlanes or continue along the
frontage road, which turns back toward Denton Tap Road and Round Grove Road (FM 3040).
Census tract population information was used in conjunction with Maptitude software to estimate the
percentage of vehicles using these different routes to access the site for a nominal assumed
commuting radius of 15 miles. The assumed catchment areas for inbound trips to the site, along with
their respective census populations, is shown in Figure 4. The trip distribution estimates are shown
in Table 2.
Figure 4 - Assumed Catchment Areas for Inbound Trips
JV I
„r
-Denton 1
• Little Elm _
•C«inch Frisco '
rH=aDENTON N .�•"
LOLL
..;t
• Highland Village • The Colony
732,033
(using frontage road)
•Lewisv le _
t Flower Moundt �Pli
830,255
s (using SB/WB offramp)
Site Location ,Addison
eoppell -Carrollton
• Richardso
v.r •Soulhlake
'• eller i•ry •Grapevine I
Farmers Branch
•Colleyville
.Watauga :..,r
• Bed/«d .•, mversly Park
iARRANT Euless DALLAS
North Richl Hillsil
ppp
Irving
Haltom city"
o�LLAS
SAVANT�j GROUP Page
AM Peak Trips PM Peak Trips
Land use
ITE Code
Size
In Out In Out
General Office Building
710
47,000 sq. ft. 92 13 22 1 109
Trips entering the proposed site will either come from the SH 121 southbound off -ramp near the site,
or the southbound SH 121 frontage road via the traffic signal at Denton Tap Road. Trips exiting the
site could either use the southbound onramp onto the SH 121 mainlanes or continue along the
frontage road, which turns back toward Denton Tap Road and Round Grove Road (FM 3040).
Census tract population information was used in conjunction with Maptitude software to estimate the
percentage of vehicles using these different routes to access the site for a nominal assumed
commuting radius of 15 miles. The assumed catchment areas for inbound trips to the site, along with
their respective census populations, is shown in Figure 4. The trip distribution estimates are shown
in Table 2.
Figure 4 - Assumed Catchment Areas for Inbound Trips
JV I
„r
-Denton 1
• Little Elm _
•C«inch Frisco '
rH=aDENTON N .�•"
LOLL
..;t
• Highland Village • The Colony
732,033
(using frontage road)
•Lewisv le _
t Flower Moundt �Pli
830,255
s (using SB/WB offramp)
Site Location ,Addison
eoppell -Carrollton
• Richardso
v.r •Soulhlake
'• eller i•ry •Grapevine I
Farmers Branch
•Colleyville
.Watauga :..,r
• Bed/«d .•, mversly Park
iARRANT Euless DALLAS
North Richl Hillsil
ppp
Irving
Haltom city"
o�LLAS
SAVANT�j GROUP Page
Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
Table 2 - Proposed Inbound Site Trip Distribution
Roadway Inbound
Using SH 121 off -ramp 45%
Using SH 121 southbound 55%
(NW -bound) frontage road
Applying the projected trips from the project site and estimated trip distribution, the expected peak
hour volumes after build -out of the site are shown in Figure 5.
Driveway Placement Analysis
The proposed site is expected to be accessed through an existing shared -access connection to the
TriCounty Plaza development to the east of the site. In addition, a new driveway is proposed
immediately west of the proposed site, based on coordination with the adjacent property owner for a
shared -access connection. The location of the new driveway needs to meet TOOT standards for
spacing between the upstream SH 121 exit ramp and the driveway, as well as between the proposed
driveway and the downstream existing driveway and on-ramp. Evaluation of the potential need for
and design requirements for auxiliary lanes are also discussed in this section.
Exit Ramp to Drivewav SDacin
TxDOT's Roadway Design Manual was used to determine the recommended spacing between the
upstream SH 121 off -ramp and the proposed new driveway. Figure 6 is a reproduction of Figure 3-
13 in the TOOT Roadway Design Manual, and illustrates the spacing needed between an off -ramp
and driveway. It should be noted that the defined "intersection of travel lanes" is shown to start 50
feet after the convergence of the lane striping of the exit ramp and frontage road. Table 3 is a
reproduction of Table 3-16, which shows the desirable spacing between exit ramps and driveways
as a function of frontage road volume, driveway volume, and number of weaving lanes. With a PM
peak frontage road volume of 1308 vehicles/hour (vph) (=491+817), a driveway volume of 11 vph,
and three weaving lanes, at least 460 feet of space (not including the 50 feet needed starting at the
SAVANT ] GP,0UP Page 5
Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
convergence of the ramp and frontage road striping) would be needed between the off -ramp and
driveway. The 460 -foot spacing is also applicable for the AM peak hour volumes shown in Figure 5.
•Igure b-Itecommenaea Access control at txlt
intersec+ion of
Away Surface
��t
Frontcoe Road
Control of
access line
150 ft
Yorroble [15 m:
junction wltn montage Itoaa
Intersectran
of Travel Lanea
WeOvinq LOneS
I
—III
'
Spticiug
(ft [inD
t �
-
� �
4 �
-
Yariable
3
4
2500
a
460 [140]
460 [140]
560 [170]
--
250
> ar
460 [140]
Access decried wtlere 0ractical ,_ a
C3 vA
Q For exit romp to driveway, side street,
or cross street spocings, See cable 3-16.
( Wnen the 250 ft [75 In] separation distance cannot
be obtained, consrderotion should be given to
channeltzation methods that would restrict access to
driveways within the 250 ft 175 ml separctron distance.
Source: TOOT
Table 3 - Desirable Spacing between Exit Ramps and Driveways, Side Streets, or Cross Streets
Total Volume
(Frig rd +Ramp)
6 -Ph)
DriVeW.IV or Side
Street olume
(tFli)
Spticiug
(ft [inD
--
-
\hunber of Weaving Limes
--
-
2
3
4
2500
'-250
460 [140]
460 [140]
560 [170]
--
250
520 [160]
460 [140]
560 [170]
--
> 750
790 [240]
460 [140]
560 [170]
--
= 1000
1000 [300]
460 [140]
560 [170]
-, 2500
'.-_250
920 [280]
460 [140]
560 [170]
950 [290]
460 [140]
560 [170]
--
> 750
1000 [300]
600 [180]
690 [210]
--
> 1000
1000 [300]
1000 [300]
1000 [300]
Source: TOOT
S /WA N`I'p) (; Iu)U I' Page 6
Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
Figure 7 shows a reproduction of Figure 3-14 in TxDOT's Roadway Design Manual, which shows
the recommended distance between a driveway/side street and a downstream entrance ramp along
a frontage road. TxDOT recommends 300 feet for such a distance. Considering the needed space
between the proposed driveway and existing driveway near the entrance ramp, this driveway to
entrance ramp distance was not a controlling factor in determining possible driveway locations.
Figure 7 — Recommended Access Control at Entrance Ramp Junction with Frontage Road
Intersection Intersection of
Roodway Surfoce
of Trovel lorws® P�
int f
III
Front(wr
Rood
!i III—
-- Control
« 200 ft '000 of access
r5 [w � ) O l30 �1 line
Cr QHIrNp1N a�lrmi• WOW.
TL
a t
m�
)00 1t (W 01 O9@iraXllN
OCC�M OKff 110
L •-
O0
AOONM dInled dnr/ prootlool
0 When the 100 ft (30 m) separation distonce cannot
be obtoined, considerotion should be given to
chonneIIzat�on metnods thot would restrict occess to
driveways within the 100 ft (30 m) seperation distance.
NOTE: THIS SHEET IS NOT INTENDED 10 WN CNANIELIZATION,
STRIPING.OR PAVI%KNT WAKING DETAILS.
NETER TO INE TEXAS W11CO.
RECOMMENDED ACCESS CONTROL AT ENTRANCE
RAMP JUNCTION WITH FRONTAGE ROAD
Source. TOOT
SAVANT 6j GROUP Page 7
Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
Driveway to Driveway Spacing
For a posted speed of 55 mph, the TxDOT Access Management Manual recommends at least 425
feet of space between driveways on a one-way frontage road, as shown in Table 4, which is a
reproduction of Table 2-1 in the TxDOT Access Management Manual. This space is measured
between the two nearest edges of each driveway.
Table 4 - Frontage Road Connection Spacing Criteria
'Uniunum Connection Spacing Criteria for Frontage Roads (l)(r)
hiinimunr Connection Spacing (feet)
Posted Speed (mph)
One -Way Frontage Roads
Two-Uay Frontage Roads
<:30
200
200
35
250
300
40
305
360
45
360
435
50
425
510
(1) Distances are for passenger cars on level gFade. These distances may be adjusted for downgrades and or sigrifi-
cant tnrck traffic. Mere present or projected traffic operations indicate specific needs. consideration may be given to
intersection sight distance and operational gap acceptance measurement adjustments.
(2) When these vahres are not attainable, refer to the variance process as described in Chapter 2. Section 5.
Source: TxDOT
Auxiliary Lanes
Table 5 is based on Table 2-3 in TxDOT's Access Management Manual, which presents thresholds
for requiring acceleration and deceleration auxiliary lanes for driveways. With a projected peak
outbound volume of 109 vph (PM peak), and a peak inbound volume of 47 vph (AM peak), neither a
deceleration lane nor an acceleration lane would be required for the driveway.
Table 5 - Auxiliary Lane Thresholds
Right Turn to or from Property (>45 MPH)
Acceleration
Deceleration
Acceleration
Deceleration
Lane
Lane
Lane Required?
Lane Required?
TxDOT Requirement
>200 vph
> 50 vph
Coppell Office Park
109
47
No
No
Driveway
Revised Site Access Plan
In following with TxDOT specifications laid out in the Roadway Design Manual and the Access
Management Manual, the location of the site driveway as shown on the draft site plan was revised.
The revised location of the proposed site driveway, including threshold measurements for the
driveway location, was drawn using a provided CAD file of the site's preliminary driveway plan. The
revised plan is provided in Figure 8.
SAVANT!j GKOUP Page 8
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Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
As shown in Figure 8, there is a small "envelope" in which the driveway could be placed and meet
both minimum driveway spacing requirements and exit ramp spacing requirements.
Weaving Analysis
Due to the close proximity of the proposed site driveway to the upstream SH 121 southbound off -
ramp, a weaving analysis was conducted to determine the effect of vehicles using the off -ramp to
access the site on the performance of the SH 121 southbound frontage road at that location. The
Texas Transportation Institute's (TTI) report Procedures to Determine Frontage Road Level of
Service and Ramp Spacing provides level of service criteria for weaving movements from a mainlane
off -ramp to a downstream right turn along an adjacent frontage road. This criteria is based on the
computed roadway density, as shown in Table 6.
Table 6 — Frontage Road Weaving Level of Service Criteria
Level of Service
Density (veh/mi/In)
Unconstrained
< 64
Constrained
64-161
Undesirable
I > 161
*Source: TTI (units converted from veh/km/In to veh/mi/In)
The vehicle density along the frontage road was calculated using an empirical formula developed by
TTI, using frontage road volume, ramp volume, ramp -to -intersection (driveway) spacing, and a factor
based on the percentage of ramp traffic turning right at the downstream intersection/driveway. This
formula is applied to two-lane frontage roads with auxiliary lanes (2LFR + Aux):
where:
DL = 0.021(FR) + 0.077(R) - 0.150(L) + 23.4(T)
DL = density on weaving link, veh/km/In
FR = frontage road volume, vph
R = exit ramp volume, vph
L = ramp -to -intersection spacing, m
T = factor based on percentage of exit ramp vehicles turning right at downstream
intersection (T = 0, Percent <= 50; T =1, Percent >50)
Since the formula uses metric units, the resulting density was converted to veh/mi/In. The resulting
vehicle density and level of service for the southbound SH 121 frontage road adjacent to the
proposed site is shown in Table 7.
Table 7 — Frontage Road Density and Level of Service
AM Peak PM Peak
Density (veh/mi/In) 65 55
Level of Service Constrained Unconstrained
With the proposed spacing between the upstream off -ramp and the new driveway, and with the traffic
volumes expected to make the weaving movement from the ramp to the driveway, the level of service
SAVAN'lCI IZOU L' Page 10
Glacier Commercial Realty, LP
Coppell Office Park Traffic Study
Coppell, Texas
along the adjacent frontage road is expected to be "Constrained" during the AM peak, and
"Unconstrained" during the PM peak. According to the TTI report, "Unconstrained" LOS corresponds
to LOS A -B as defined in the Highway Capacity Manual, while "Constrained" corresponds to LOS C-
D. According to the TTI report, "constrained operations represent stable operations in which drivers'
ability to maneuver becomes more restricted due to other traffic." As shown in Table 7, the expected
density during the AM peak would fall on the low end of the "Constrained" level of service.
Conclusions
This memorandum describes the traffic study performed for the Coppell Office Park, located along
the southbound SH 121 frontage road, west of Denton Tap Road. The study included weaving
analysis from the nearby SH 121 exit ramp to the site's proposed driveway, and a geometric analysis
of the proposed driveway with regard to TxDOT regulations.
The weaving analysis concluded that the proposed location of the driveway would result in minimal
impact to traffic flow along the southbound SH 121 frontage road around the proposed site area.
Following all specifications in the TxDOT Roadway Design Manual and Access Management
Manual, the driveway would need to be built within an approximately 96 -foot wide "envelope" on the
James H. and David K. Cummings property immediately west of the proposed Coppell Office park.
The proposed site would have connections to both the proposed driveway to the west and the
existing TriCounty Plaza driveway adjacent to the east of the site.
S AVA N"I' (j G R I J l' Page 11
SAVANTIO GROUP
Appendix A: Count Data
Coppe110ffice Park Traffic Study
Date Began:
1/21/15
SH 121 WBFR between Exit Ramp and Driveway
TIME 0:00 0:15 0:30 0:45 TOTAL
0:00
9
9
10
16
44
1:00
5
6
8
6
25
2:00
8
3
7
12
30
3:00
6
11
18
15
50
4:00
15
18
30
38
101
5:00
26
64
74
84
248
6:00
74
116
155
148
493
7:00
155
169
162
195
681
8:00
184
168
139
126
617
9:00
106
96
66
44
312
10:00
17
30
24
22
93
11:00
30
82
102
104
318
12:00
104
106
120
121
451
13:00
110
134
116
120
480
14:00
96
102
100
126
424
15:00
109
114
175
168
566
16:00
212
203
186
117
718
17:00
114
211
189
200
714
18:00
216
235
190
115
756
19:00
98
84
58
48
288
20:00
58
62
68
48
236
21:00
46
56
60
48
210
22:00
44
27
32
30
133
23:00
261
191
ill
12
68
101 AL: 8056
The A.M. peak hour from 7:15 to 8:15 is 710
The P.M. peak hour from 17:45 to 18:45 is 841
800 - --- — - - - - ---- -- - -
700
600
500
LU
j 400
J
300
200
100 - -
0 0,11,11,0 i -�- -&4- - i i i . n
00 00 00 00 00 .00 00 .00 .00 00 00 00 00 00 00 00 po 00 00 00 00 0o p0
�.
"I'll,rL. nj. b ro 1 O O' ^� fin• 0' 1^5' ^p ^5. ^�• ^A• ^q;. 1p6. 1P. ^. 'C;. lj j.
TIME
Date Began:
1/21/15
Tri County Plaza Driveway Entrance
TIME n -on n.15 n•3n 0.45 TnTAI
TOTAL: 38
The A.M. peak hour from 8:15 to 9:15 is 2
The P.M. peak hour from 15:30 to 16:30 is 9
8 - --
6
5
LU
4
J
Q
3
2
0
00 .00 00 00 00 00 00 00 00 .00 00 00 00 00 00 00 00 00 00 00 00 00 00 p0
TIME
Date Began:
1/21/15
TO County Plaza Driveway Exit
TIME 0:00 0.15 0:30 0.45 TOTAL
TOTAL: 30
The A.M. peak hour from 11:00 to 12:00 is 0
The P.M. peak hour from 16:45 to 17:45 is 10
9 -- - - - - - -- - -
8
7
6
W 5
J
O 4
3
2
1
0
00 00 00 00 00 00 .00 00 00 00 00 00 0o OO o0 00 00 00 00 00 00 .00 00 00
TIME
Date Began:
1/21/15
WB SH 121 Entrance Ramp
TIMF n -nn n'15 n -,in n-45 TOTAL
0:00
10
6
7
14
37
1:00
6
5
8
7
26
2:00
8
3
6
14
31
3:00
5
7
16
14
42
4:00
10
20
24
41
95
5:00
27
50
76
82
235
6:00
68
100
170
217
555
7:00
222
222
223
218
885
8:00
232
222
246
245
945
9:00
222
140
84
108
554
10:00
76
86
72
62
296
11:00
102
108
100
104
414
12:00
90
102
102
110
404
13:00
98
126
96
102
422
14:00
69
102
97
102
370
15:00
96
100
136
172
504
16:00
168
210
180
183
741
17:00
205
206
190
169
770
18:00
176
173
169
154
672
19:00
89
79
67
47
282
20:00
46
52
57
39
194
21:00
40
49
52
34
175
22:00
40
32
19
24
115
23:00
21
191
12
11
63
The A.M. peak hour from 8:00 to 9:00 is 945
The P.M. peak hour from 16:45 to 17:45 is 784
1000 - - - - - - - -
900
800
700
600
w
j 500
O
400
300
200
100
0 r-1 Fl i
00 00 00 00 00 00 .00 00 00 .00 00 00 z00�
0 0 h
0 0 L
0 00 0�
0 00 00 e00 sp 00 00
O• ^• rl,. "�. �' t`j. O. '1' 4i' O. ^O' �^. �rL' ^^�' ry. �^.
TIME
Date Began:
1/21/15
WB SH 121 Exit Ramp to SH 121 Business
TIME 0:00 0:15 0:30 0:45 TOTAL
0:00
4
2
2
3
11
1:00
1
1
0
1
3
2:00
0
2
3
0
5
3:00
1
1
2
0
4
4:00
1
0
1
0
2
5:00
1
3
2
8
14
6:00
5
7
56
161
229
7:00
142
114
120
114
490
8:00
98
141
162
186
587
9:00
170
59
13
13
255
10:00
8
9
8
11
36
11:00
8
10
6
9
33
12:00
6
12
9
11
38
13:00
13
12
10
16
51
14:00
12
20
15
22
69
15:00
20
18
20
17
75
16:00
17
21
32
50
120
17:00
108
123
126
138
495
18:00
94
60
80
94
328
19:00
23
15
6
16
60
20:00
11
4
6
6
27
21:00
4
8
9
6
27
22:00
8
6
3
4
21
23:00
21
21
21
2
8
I U I AL: 2986
The A.M. peak hour from 8:15 to 9:15 is 659
The P.M. peak hour from 17:00 to 18:00 is 495
700 — - — --- -
600
500
400
w
J
300
200
100 ri
0
00 'll 00 �00 �
.00 00 00 00 00 .00 .00 00 00 .00 00 00 00 00 00 .00 .00 00 .00 00
p. . �. �. . �. ^o. N ^rl,. ^,,. NV* ^S. ^6. ^1. ^�. ^�.
TIME
SAVANTOGROUI'
Appendix B: Trip Generation Worksheet
Coppe110ffice Park Traffic Study
Trip Generation
ITE Trip Generation, 9th Edition (2012)
Project Coppell Office Park Traffic Study Project Number 221-001
Client Glacier Commercial Realty, L.P., LLP
1000 Sq. Feet Gross
Site Coppell Office Park Floor Area 47
Land Use General Office Building ITE Code 710
Trips
Weekday Total Percent"Ut
Number
Number In In Out
Ln(Trips) = 0.76 * Ln(# units) + 3.68 740 50% 50% 370 370
AM Peak Hour: Weekday
Ln(Trips) = 0.80 * Ln(# units) + 1.57
PM Peak Hour: Weekday
Trips = 1.12 (# units) + 78.45
Saturday
(Peak Hour of Generator)
Trips = 0.43 (# units)
Created MK 6/14/13
Updated BK 1/20/15
I�-- - - - - - --- -—s
_ Trips _
Total Percent
Number
Number' In Out
105 88% 12%
I In Out
92 13
_I
17% 83%
22 109
Trips
Total
Number
Percent
In Out
Number
In Out
131
_I
17% 83%
22 109
Trips
Total
Number
Percent
I In Out
Number
In Out
20
54% 46%
11 9
SAVANT�'j GROUP