Traffic Impact Study SouthridgeDate Yr. 0 (o Mo. 04 Day
Employee or Agency I ( 5
Project Number 6607-1
' -tom to Va*\.,
Traffic Impact Study
South
Subdivision
April 14, 2006
Thompson
Engineers
7699 West Riverside Drive, Boisq Id 83714
(208)853-4410,(208)344-5097 (fax)
frklfric /Inpact 'Study
Thompson Engineers South Ridgo, Mondial)
TABLE OF CONTENTS
EXECUTIVESUMMARY .................................................
I ....................... I ............. I ............. - ............... I.— I
INTRODUCTION.............................. ....................... I ..... I .........
I ....... I .... I ......... I ..................... ..................... 2
PROPOSEDDEVELOPMENT............................. .... ...............................
................................................... 3
STUDYAREA CONDITIONS ..................................... .....................
....... ...... ......................................... 6
6
LandUse ........................................................................................................
..........................................
EXISTINGCONDITIONS ...................... I ......................................
I ............. I ........................................ ...... 6
TrafficVolumes.............................................................................................................
.......................... 6
RoadS stem .......... .................
...................................................... 9
j ......................................................
SystemImprovements ......................................................................................... ...... ...........
STUDYPERIOD ... ....... ....................... I ......................... I ............ I ........................... ........ _
BuildOut Year .......................................................................... ............................................
HorizonYear ....................... ................ ................................................. ...................
PROJECTEDTRAFFIC .... ............................................................................... .......................
BackgroundTraffic ................................................................................................................
TripGeneration ................ ................................................................................ ....... ............
TripDistribution ....................................................................................................................
TotalTraffic ..................................... ............................................................................. .......
TRAFFICANALYSIS ........................... I ..................................... — ................................... .......
Capacity Analysis and Level of Service ......................................................... ......................
Roadways................................... ... - .......... ................................ .....................................
Mitigat ion................................................................................ ..............................................
..................9
.................10
.................10
.................10
.................10
.................10
.................15
................. 16
.................16
.................26
.................26
...........27
.....27
SiteCirculation ..... ...................................................................... ........................ .................. .............. 27
DISCUSIONS.............................. I ............................ ..., ... I .... ........... I .............. I ...... -.1 ........................ I ....... 29
CONCLUSIONS................................ ................ I ................ I ...................................................................... 30
Thompson Traffic Impact Study
p Engineers Sotith Ridge, Meridian
EXECUTIVE the
proposed South Ridge development is a mixed-use development,
the details of which have not been finalized, and will depend on many
SUMMARY things, including the findings of this report. The preliminary plan
indicates the development will consist of the following:
t 785 Single Family Dwellings
6 160 Apartments
it An Elementary School with approximately 600 Students
I[ t04,000 SF of specialty retail and commercial space
! 88,15 SF of office space
B A day-care facility
The area of influence is anticipated to be Overland Road, particularly the intersections of
Overland Road and Ten Mile Road, and Overland Road and Linder Road. The
intersections of Overland Road and Stoddard Road, and Overland Road and Meridian
Road are scheduled for reconstruction by ACHD in FY 2007. These improvements are
included in this report as part of the transportation system, but are not studied for impact.
An interchange on Interstate 84 at Ten Mile Road is currently under study. This
interchange is not currently on the ITD State Transportation Improvement Plan, but it is
included in the Garvey Bond plan currently being developed by ITD. The construction of
this interchange is included in this report.
An overpass over Interstate 84 at Linder Road has been proposed. Right-of-way has been
reserved for this construction on both sides of the Interstate. However, this project is not
included in any State or regional transportation plan at this time. This project is not
included in this report.
The following arc the principal find ings and recommendations of the study:
9- The proposed development is projected to generate an average daily traffic of 10,200
new, external vehicle trips per day, of which 634 will occur during the AM peak hour
and 894 will occur during the PM peak hour.
It The proposed development will access the transportation system primarily through
Overland Road.
The primary intersection which will be impacted is Overland Road and Linder Road.
This intersection is scheduled for reconstruction in 2007 by ACHD
It During the AM Peak Hour, the Overland and Linder intersection will operate at LOS
B tinder 2010 background traffic conditions, and LOS C under 2010 total traffic
conditions. It will operate at LOS 13 under both the background and total traffic
conditions for 2025. This is due to the construction improvements at the intersection,
and the shill of traffic patterns caused by the construction of the "fen Mile
Interchange.
During the PM Peak I lour, the Overland and Linder intersection will operate at LOS
C under 2010 background traffic conditions, and LOS D under 2010 total traffic
A Traffic Impact Study
Thompson Engineers South Ridge, Meridian
conditions. it will operate at a similar LOS under both the background and total
traffic conditions for 2025.
The intersection of Overland and Ten Mile will require improvements to operate at
acceptable levels of service with the addition of traffic from this project. Adding
lanes to the intersection is costly, if not impossible, and will not result in an
acceptable level of service. If the intersection is converted to an All -Way stop
controlled intersection, an acceptable level of service can be obtained.
It Overland Road and Linder Road have the capacity to absorb the traffic generated by
the proposed project. A left turn lane should be constructed on Overland Road. A left
turn lane in not necessary on Linder Road.
Table 2A - LOS Summary
AM Peak Hour Conditions
2005
2010
2025
Existing
Background
LOS Delay LOS
I Total
Back round
Total
Delay
LOS
Dela
LOS
Delay
LOS
Delay
LOS
Delay
LOS
Overland and Linder
17.3
C
21.6
C
100.4
F
10.1
B
16.1
C
Overland and Ten Mile
16.5
C
22.6
C
36.7
E
13.9
B
Mitigated
13.7
B
West Central Entrance
13.6
B
13.6
B
West Entrance
13.5
B
17.1
C
B
East Entrance
11.8
B
West Central Entrance
C
15.8
C
17.3
C
11.4
12.6
B
East Central Entrance
East Entrance
B
South Linder Entrance
18.3
17.6
C
C
10.9
14.2
17.3
B
C
North Linder Entrance
14
8 1
11.2
B
11.1
B
South Linder Entrance
10.6
B
10.8
B
Ten Mile Entrance
11.7
1 B
14.2
B
Table 2B - LOS Summary
PM Peak Hour Conditions
2005 2010 1 2025
Existing Back Iround
Total I Background
Total
Delay
LOS Delay LOS
Delay
LOS Delay
ILOS
Delay
LOS
Overland and Linder
10.8
B 11.5 B
20.2
C 13.7
B
12.2
B
Overland and Ten Mile
29.7
D 193.6 F
425
F
Mitigated
40A
E
West Entrance
13.9
B
13.7
B
West Central Entrance
13.6
B
13.6
B
East Central Entrance
13.5
B
13A
B
East Entrance
19.7
C
15.8
C
North Linder Entrance
11.4
B
11.9
B
South Linder Entrance
10.5
B
10.9
B
Ten Mile Entrance
14
8 1
1 14.2
1 B
Ca'!'lsYlprojecr.+•12p06Archive105-h1 JIJ,S�adi (!it/Irloas4Saud� Nf(l "17Sty�dtr�c.rfoc Page 2 of 30
7"taffic hnpacl Shitty
Thompson = Engineers Sarah Ridcfe, Meridian
Thompson Engineers, Inc. has been retained to prep." a traffic impact
INTRODUCTION study for the proposed South Ridge development in Meridian, Idaho.
The project is located in the southwest quadrant of the intersection of
Overland Road and Linder Road in Meridian, approximately as shown
in Figure 1. The purpose of this study is to evaluate the anticipated traffic impacts
resulting from the project and make recommendations for mitigation of the impacts. In
particular, the scope of the study includes the following;
I Trip Generation of the proposed development
it Trip distribution and traffic assignment of the site generated traffic
lk intersection capacity impacts at the intersection of Overland Rd and Linder Rd.
If Intersection capacity analysis at the proposed intersection of Overland Road and
Ten Mile Road.
V Intersection Capacity of the six site access points.
k On site average daily traffic volumes
The proposed development is a mixed-use development, the details of
PROPOSED which have not been finalized, and will depend on many things,
including the findings of this report. A preliminary site plan is shown
DEVELOPMENT
in Figure 2. The preliminary plan indicates the development will
consist of the following:
I' 785 Single Family Dwellings
1 160 Apartments
An Elementary School with approximately 600 Students
104,000 SF of specialty retail and commercial space
88,15 SF of office space
M A day-care facility
C:ITh'hprojecIA2006Archive105-14JUSonthlliUldocsISawhHill TlSapdote.doc Page of 30
Traffic impact Study
Thompson Engineers South Ridge, Meridian
re 1 P
1M Pine Ave'0
C:
Vel Franldin Rd z
u)
s L
Q5
L'
�<'•ip. andl.+r nc. s� Ip icrs- ql ngh�<. resxruea _^-_ _
E Overland
69-
E Victory Rd
C:P E11profecIA2006ArchivelOSJAJL/SouthHlllldoesWoud, Hill Mupdate.doe Page 4 of 30
Y
Meridian
13
E
Y
n
In
�,
r-
M
w
w E Fr
0
r
6
E Overland
69-
E Victory Rd
C:P E11profecIA2006ArchivelOSJAJL/SouthHlllldoesWoud, Hill Mupdate.doe Page 4 of 30
1�j
(.'.-_,ects_6Archiveln4JI-I_h fliffidoe.Moulit III/I TIS1111(lale.doc Page 5 of 30
.
z�
\,
/
/�
}
�\
1�j
(.'.-_,ects_6Archiveln4JI-I_h fliffidoe.Moulit III/I TIS1111(lale.doc Page 5 of 30
Traffic Impact Study
Thompson Engineers South Ridge, Meridian
Study Area
STUDY AREA The area of influence is anticipated to be Overland Road, particularly
CONDITIONS the intersections of Overland Road and Ten Mile Road, and Overland
Road and Linder Road. The intersections of Overland Road and
Stoddard Road, and Overland Road and Meridian Road are scheduled
for reconstruction by ACI -ID in FY 2007. These improvements are included in this report
as part of the transportation system, but are not studied for impact.
An interchange on Interstate 84 at Ten Mile Road is currently under study. This
interchange is not currently on the ITD State Transportation Improvement Plan, but it is
included in the Garvey Bond plan currently being developed by ITD. This interchange is
included in this report.
An overpass over Interstate 84 at Linder Road has been proposed. Right-of-way has been
reserved for this construction on both sides of the Interstate. I lowever, this project is not
included in any State or regional transportation plan at this time. This project is not
included in this report.
Land Use
The site is currently zoned as agricultural. In the City of Meridian Comprehensive Plan,
the current use is shown as agricultural. The proposed land use in the Comprehensive
Plan includes medium density housing and a neighborhood commercial center.
EXISTING Traffic Volumes
CONDITIONS Existing traffic counts were obtained at the intersection of Overland
Road and Linder Road, and Overland Road and Ten Mile Road during
the week of June 9, 2005. AM and PM counts were taken. Reduced
copies of the traffic counts for existing conditions are shown in Figures 3A -D,
Traffic was generally light at both intersections. No delays or queues were observed at
the intersection of Overland Road and Linder Road. Queues were observed at the
intersection of Overland Road and Ten Mile Road. In the AM peak hour, small queues
were observed on southbound Ten Mile Road as vehicles waited to turn left onto
Overland Road. These queues usually dissipated quickly. In the PM peak hour,
westbound Overland Road developed a queue that was quite long and was very slow to
dissipate.
Daily traffic counts have been published by ACND for Overland Road, Ten Mile Road
and Linder Road. Copies of the daily traffic counts are included in the appendix of this
report. In 2002, Overland Road had a daily traffic volume of 5300 vpd west of Linder
Road, and Ten Mile Road had a volume of 7200 vpd north of Overland Road. Linder
Road had a daily traffic volume of 1200 vpd south of Overland Road in a count in 1999.
C:ITEIIprojecls12006Archive105-14JLISouIhHilllducs6SouihHill TLSupdafe.doe Page 6of30
Trak impact Study
Thompson Engineers South Ridge, Meridian
Figure 3A Existing AM Peak Hour Conditions, Overland Road and Linder Road
Overland and Linder
Existing AM Peak Hour Counts
Year: 2006
Overland Road
117
644
527
954 ------------
22 A.-
0 0
527 j
IL
0
0 22 22 182
22 164
l J
Y
200
Linder Road
Job No: 03-14
We: 6/912005
By: 1).7Tompson
Checked:
Overland Road
95 '1 117
22 J!
806
5271 669
162
Figure 3B Existing PM Peak Hour Conditions, Overland Road and Linder Road
Overland and Linder
Existing AM Peak Hour Counts
Year: 2005
Overland Road I(
439 {
617LLL
178
5
5135
NU6TH 140
193
Joh No: 05-14
Date: 6/912005
By: D. Thompson
Checked:
Ovverland Road
433566
135
766
173220
47 -
6 47
53
Linder Road
CrI7'GIIprojectsi2O06,4rchivelO5-I4,IIJ.Snurb fliUidocsWouth I ill Tlffivdatedoe Page 7 of 30
Ti�qffic ttnpacl Study
Thompson Engineers South Ridge, Meridian
Figure 3C Existing AM Peak Hour Conditions, Overland Road and Ten Mile Road
Overland and Ten Mile Job No: 05-14
Existing AM Peak Hour Counts Datc: 6/9/2005
Year: 2086 By: D. Thompson
Checked:
Ten Mlle Road
99
747
372 IJ
284 88 KM
Overland Road
88
103
15
622
276
519
284 243
L ti J
527
Figure 3D Existing PM Peak Hour Conditions, Overland Road and Ten Mile Road
Overland and Tan Mile
Existing PM Peak Hour Counts
Year: 2006
Ten Mlle Road
382 34
731
Job No: 05-14
Data: 6/9/1005
By: D. Thompson
Checked:
855
59 L 163 2081.'M
Overland Road
j =2ee
440
i
144
34
98
62
163 82
� Y l
225
CaTE11projecis12006Archivel05-14JUSouth I illldocs'South HillT/Supdale.doc Page 8 of 30
Traffic Impact Study.
Thompson Engineers South Ridge, Meridiani
Road System
The road system in the vicinity of the project are described as follows:
It Overland Road is classified as a minor arterial road by COMPASS. It consists of
two-lane rural section, with no curb, gutter or sidewalk. Access is primarily
unrestricted. it is posted at 40 mph. The terrain is basically flat. Near the intersection
of Linder Road, ACRD obtained a daily traffic count of 5,300 vehicles in 2002.
E Linder Road is classified as a proposed urban collector road by COMPASS. It
consists of two-lane rural section with no curbs; gutter or sidewalk. Access is
unrestricted. The terrain is considered rolling. ACHD obtained a traffic count of
1,200 vehicles per day south of Overland Road in 1999. it is posted at 35 mph.
It Ten Mile Road is classified as a minor arterial road by COMPASS. It consists of
two-lane rural section, with no curb, gutter or sidewalk. Access is primarily
unrestricted. It is posted at 40 mph. The terrain is rolling. Near the intersection of
Overland Road, ACRD obtained a daily traffic count of 7,200 vehicles in 2002.
System Improvements
There are several transportation improvement projects proposed or planned in the area
that will have a significant impact on the transportation patterns. Some of the projects are
currently in the design phase, and others are in the planning phase.
Reconstruction of the Overland Road and Meridian Road Intersection. This project is
scheduled for FY 2006 by ACHD. It will include additional through and turn lanes.
This project is included in this study, however, since this project is design to
accommodate future development in the 20 year life, no analysis is done for this
intersection.
9 Overland Road Reconstruction, Meridian Road to Linder Road. This project is
scheduled for FY 2007 by ACI II). It will widen Overland Road from two lanes to
five lanes. The project will include improvements to the intersection of Overland
Road and Linder Road, adding through lanes and turn lanes. These improvements
are considered in the analysis.
t Ten Mile Interchange. This project is included in the long range forecast of ITD and
COMPASS. It was identified in the 1-84 Corridor Study of 2001 and being the next
interchange to be constructed in the Treasure Valley, after the Karcher Interchange.
It is our understanding that this project is included as part of the Garvey Bond
Financing passed by the legislature in 2006. linvironntental Clearance Studies are
currently underway. This project is considered in the analysis. Since this project is
not included in the current STIP, we have not included it in our analysis for the
design year. However, we have included it in our analysis of the horizon year. This
project will have a significant impact on existing transportation patterns and the
distribution of the trips generated by the proposed development. Marry of the
existing vehicles are using Overland Road to access 1-84 via the Meridian Road
Interchange. Many of those vehicles will now use the Ten Mile Interchange. For this
C: ITrllprojectv12006Archive105-l4JUSoulhHftlwoes1soulliHill TlSupdaie.doe Page 9of30
7Yaflic Impact Study
ThompsonEng/neers South Ridge, Merrdi'in
reason, we have adjusted the background traffic to reflect this change of travel
pattern. The adjustment was based on traffle projections in the Ten Mile Interchange
Preliminary Concept Report.
t Linder Road Overpass. This project is included in the long range forecast of ITD and
COMPASS. It is currently unfunded. This project would also significantly alter
travel patterns, but since it is not currently funded, we have not included it in our
analysis.
STUDY PERIOD wild Out Year
The Build Out Year for this project is assumed to be 2010, based on
conversations with the developer. Actual build out will depend on market conditions.
The Horizon Year for this project is selected as 2025. This year will correspond with the
horizon year for the preliminary concept report prepared for the Ten Mile Interchange.
As mentioned above, existing traffic is adjusted in the horizon year to reflect the
construction of the Ten Mile Interchange.
PROJECTED Background Traffic;
TRAFFIC Future traffic is obtained by expanding the existing traffic volumes
by a growth factor. For the build out year, a growth factor of 3% per
year is used for most roadways.
Prior to expanding existing traffic for the horizon year, the existing traffic is adjusted to
reflect the construction of the Ten Mile interchange. During the AM Peak Hour, east
bound traffic on Overland Road is reduced by about 75% to reflect the fact that much of
this traffic will use the Ten Mile Interchange in lieu of Overland Road and the Meridian
Road Interchange. The westbound Overland Road traffic is similarly reduced during the
PM peak hour. A growth factor for the horizon year also needs to be selected. Care
should be used in selecting a horizon year growth factor because the compounding ctTect
of even low growth rates over several years can have a significant impact. For this
report, a growth rate of 2% per year was used on all approaches.
AM and PM Background traffic volumes for 2010 and 2025 are shown in Figures 4A -4D
C:ITIillprojectsl2006Archive105-14J1JSouth Hil/ldacsl.South1101T'ISulxlate.dor Page 10 of 30
Traffic Impact Study
Thompson Engineers South Ridge, Meridian
P �
rN
i
n �7
d
N
uI
1
I
ro j t
�i
P
t' U
i
m
Y
U
r
Y
i o
N
It arm I� V
iz
M ( Q
C:ITFAprojectsl2Q06lfrchive105.14 JLJSouth I i!(Idocs Mind, diff TI.S'upd❑te.rloc Page I I of 30
Traffic Impact Study
Thompson} Engineers
South Ridge, Meridian
N
h
0
ua
ti. 1
rs
M
N 4
i
j
a
r
U_
n
C
0
O
CD
Y
U
ro
O
!1 I
S
aroi
1
d
0
CA
LL
r r
i
C.IT'f;l1projecl,02006Archive105-I4JLJSouth ilithdocsiSoulh /fill 7Lyujo ule.doe
Page 12 of 30
Traffic Impact Study
Thompson Engineers South Ridge, Meridian
P
�`l N
r � ,
1.
1
I S
E
r
l :3
Y
U
� t 1 lYi
d
i � Q
ry
N
' 4
u} V
C.-WA*llprajectsl2006Archive105-14JUSouthllillldocs6SouthlH/177Supdatedoe Page 13 of 30
Thompson Engineers
Traffic Impact Study
Scarth Ride, Meridian
r o
'rN�I jN
5
VS to
/r
}
j
3"S
'
I
e L
to
O
{ m
m
Nrypp
m
a
i - -
LO
d
!
1 Q
v v
v
d)
ii
C.'U''EllprojectA2006drehivel05-14JUSnulh I(i111doc.sWourh Ilill TlSupdn[e.doc Page 14 of 30
Traffic Impact Study
Thompson Engineers South Ridge, Meridian
Trip Generation
Site trip generation is estimated using the procedures recommended in the latest edition
of the Trip Generation Manual (71° edition). Published by the Institute of Transportation
Engineers, in the absence of site-specific data. The site trip generation is obtained by
applying the trips generation rates obtained from the Manual for each category of land
use within the development. Table IA shows the trip generation and capture rate for the
daily traffic generation. Table 113 shows the AM trip generation, capture rate, and
directional split. Table 1C shows the PM trip generation, capture rate, and directional
split. Since the existing traffic volumes are relatively small, pass by trips are ignored.
As shown below, the site is estimated to generate 1927 trips per day, with 110 occurring
in the AM peak hour and 163 occurring during the I'M peak hour.
Table 1A - Summary of Mold -Use Daily Trip Generation
Average Weekday Driveway Volumes
Land Use
Number
Units
Rate
24 Hour
Two -Way
Volume
Capture
Rate
Volume
Total
Outside
Trips
Single Family Housing
785
Dwelling Units
9.57
7512
30%
2254
5258
Apartments
160
Dwelling Units
6.72
1075
30%
323
752
General Office Building
88.15
Th.Gr.Sq.Ft.
11.1
976
25%
245
733
Specialty Retail Center
104
T.G.LA.
44.32
4609
30%
1383
3228
Elementary School
600
Students
1.29
774
80%
619
155
Day Care
4.8
Th.Gr.Sq.Ft.
79.26
380
80%
304
76
4
13
1.55
137
15328
33%
5128 10200
Total
0
0
30%,
0
0
0
Table to . Summery of Muai-use Trip Generation
Average Weekday AM peak Hour Driveway Volumes
Lend Use
Ize
Rate
E n er
Total
Capture I
New
Rate
I
Total
Capture
New
Rate
b a
Total
Now
Single Family Housing
785
DU
0.19
149
30%
45
104
0.56
440
30%
132
308
0.75
589
412
Apartments
160
DU
0.1
16
40%
6
10
0.41
66
40%
26
40
0.61
82
50
General Office Building
88.2
Th.Gr.SF
1.36
120
20%
24
96
0.19
17
25%
4
13
1.55
137
109
Specialty Retail Center
104
T.G.LA.
0
0
30%,
0
0
0
0
30%
0
0
0
0
0
Elementary School
600
Students
0.23
138
70%
97
41
0.19
114
40%
46
68
0.42
252
108
Day Care
4.87h.Gr.SF
6.78
33
100%
33
0
0.01
29
50%
15
14
12.79
61
14
456 251
666 443
1121 694
Tolel
C:IT1a¢;rojetlsl2006Arcltive105-14J1.78nudhUillldecsfSoull,Hill TISupdule.doe Page 15 of 30
Traffic Impact Study
Thompson {Engineers South Ridge, ModdhTn
Table 1C C. Summary or Multi -Use Trip Generation
Average Weekday PM Peak Hour Driveway Volumes
Land Use
Size
Rate
Enter
Total
Capture
New
Rate
Exit
Total
Capture
New
Rate
Total New
Single Family Housing
785
DU
0.64
502
25%
126
376
0.37
290
25%
73
217
1.01
793 593
160
DU
0.4
64
40%
26
38
0.22
35
30%
11
24
0.62
99 62
Apartments
General Office Building
88.15
Th.Gr.SF
0.25
22
30%
7
15
1.24
109
40°k
44
65
1.49
131 80
Specialty Retail Center
104
T.G.L.A.
1.19
124
40%
50
74
1.52
158
50%
79
79
2.71
282 153
Elementary School
600
Students
0
70%
0
0
0
70%
0
0
0
0 0
4.8
Th.Gr.SF
6.19
30
9D°!
27
3
6.99
34
90%
31
3
13.18
63 6
Day Care
742 506
626 360.
1388 694
Total
Trill Distribution
In order to determine impacts, the trips generated by the site must be distributed to
destinations throughout Ada County and assigned to the transportation system. Based on
current travel patterns, the modal split is negligible, so all trips are assigned to vehicles,
and the vehicles are assigned to the roadway system.
The distribution and assignment for this development is based on existing travel patterns
as determined from field observations. The distribution for current conditions is shown
in Figure 5A. However, it is recognized that travel patterns will change with the
construction of the Ten Mile interchange. Using data obtained from the Preliminary
Concept Report for the Ten Mile Interchange, site traffic is distributed accordingly and
shown in Figure 513.
Site traffic is distributed at each intersection in accordance with this distribution and
assignment. Figures 6A -V show the distribution of site generated traffic at each
intersection.
Total Traffic
The site traffic is then added to the background tralTc as determined above. Figures 7A -
B show the total tmffic at each intersection for AM and PM peak hour conditions for the
build out year of 2010. The total traffic for each intersection for AM and PM peak hour
conditions for the horizon year of 2025 are shown in Figures 8A -B.
c.i7,riiprojectsl201'16ArchivelOS-14J1,J5'oulh!/flildoeslSouthI illI'Mipdale.doc Page 16 of 30
Traffic impact Study
Thompson Engineers South Fridge, Meridian
Figure 5A 2010 Site Traffic Distribution Diagram
Figure 5A 2025 Site Traffic Distribution Diagram
ii
� l:Y
! 41
30 -
n 44
40 OIA
I
Rd Ce
lU�Yo
-t�
69'
0
'I
Va
v Rd z,
«� Vic
ri
n
C,,I,y gvd 0'20G4 Mcrosort C:otF. andfm ns €uFpl4er5 tAl iight5 r4serxrarl..
C:177silprojects12OO6Arcltive105-14JUSouthililltdoes6VouthllillThSupdote.doe Page 17 of 30
69
I
�
Q)
GQ
C7
Victory RI
Figure 5A 2025 Site Traffic Distribution Diagram
ii
� l:Y
! 41
30 -
n 44
40 OIA
I
Rd Ce
lU�Yo
-t�
69'
0
'I
Va
v Rd z,
«� Vic
ri
n
C,,I,y gvd 0'20G4 Mcrosort C:otF. andfm ns €uFpl4er5 tAl iight5 r4serxrarl..
C:177silprojects12OO6Arcltive105-14JUSouthililltdoes6VouthllillThSupdote.doe Page 17 of 30
TraifiC tmpact Study
Thompson Engineers South Ridge, Meridian
i
't]tt
Q:
is a
z,
A
N
Ot N
f
i
�
i
E
I
i
't]tt
Q:
is a
z,
t
i
i
'..1'1'111projecfs12006ArchiveIO5-14JLI.Youlh HillldocsWouth Itill TlSupdafe.dn Pagc 18 or30
u
I
i
�
i
E
I
r
'..1'1'111projecfs12006ArchiveIO5-14JLI.Youlh HillldocsWouth Itill TlSupdafe.dn Pagc 18 or30
u
Thompson Engineers
Traffic httpact Study
South Ridge, Meridian
(n a^
1 1 l
1
uoi r 0-0..
C.•t'/'Gllprrjecisl2006Areidve105-1JJ/JSputh lligldocsWouth iiiil TlSupdate.doe Page 19 of 30
A?
1
N
r
61 �
YY
W O
Y
Traffic httpact Study
South Ridge, Meridian
(n a^
1 1 l
1
uoi r 0-0..
C.•t'/'Gllprrjecisl2006Areidve105-1JJ/JSputh lligldocsWouth iiiil TlSupdate.doe Page 19 of 30
Traffic impact Study
Thompson Engineers South Ridge, Meridian
'A f
�� � •per- C���r�-7� N . '{
1' {
M
R•
i s
Yt �
InI ln{G
rn
a
� r U
C3
v
F
W
Y
CD
T T 5 7
.i
N
1
eat<= ....... _.. i.�...� ....`.. _._ ..... r....,.. eo
(': IYZillprojectsl2006 ArchiveIOSJ4 J]JSouth lliDldoes4Vouih HIli %'LSupdote.doc Page 20 of 30
Traffic ltrlpact Study
Thompson Engineers South Ridge, Meridian
ro Zo
O
7 _ M
rte
r I'
c �
vs M
i
Oaf �
T
1 Y_
N
V
=
d
a
uM un a
N
CD
iT
C.17'P;IlprojecR512Q06,4rehiveIO5-1d JUSauth IlilAdacAVOIldi Hill TISupdale.dac Page 21 of 30
Traffic Impact Study
Thompson Engineers South Ridge, Meridian
i9I �
N i
U Y N
)v }
�fi..
i
YY j
w �
j yy.
i 4
to r F
r
r r _
ty
vH .
4r C'y 14-_I C3
(,':177iAprojeclsl2006 Archivelfl5-14 JIJSouth IlilAdoes64oulh hill I'Mipdale dos Page 22 of 30
LL
Traffic impact Study
Thompson Engineers South Ridge, Meridian
N N `
i b
i
�r
r
�fig>
b
r
N N `
M r r
LL
( ITENirojectsl2006drehivelOSJd JW Sowh llitlidoesksouih Hill 'TBUI iale.dav Page 23 of 30
i b
i
M r r
LL
( ITENirojectsl2006drehivelOSJd JW Sowh llitlidoesksouih Hill 'TBUI iale.dav Page 23 of 30
Traffic impact Study
ThompsonEngineers South f•2idge. Meridian
MJ
i
j { 1
3 � 3
M
i
�i
r
N
e 24 of 30b
Par
C:1"!'EI¢)rojecls12006Archivel(15-l4JLJSoulhHitlldxx6Sovrhl/rl(TLSu/xlule.rlx
U
Ca
F -
f6
0
0
H
_
Q
a
Y
f0
d
4
LO
N
O
N
h
a
Q7
LL
Thompson Engineers Traffic Impact Study
South Ridge, Meridian
C.aTF.liproject,02006ArchiveV6S-1dJIJSouthlDllldocsLSoulhHill 7GSupdate.doc Page 25 of 30
t Traffic Impact Study
Thompson Engineers South Ridge, Meridian
Capacity Analysis and Level of Service
TRAFFIC
Capacity analysis was performed using the Highway Capacity
ANALYSIS
Software (I -ICS 4.1e), based on the 2000 edition of the Highway
Capacity Manual. Level of service for both stop controlled
intersections and signalized intersections are based on the average delay of vehicles
traveling through the intersection. For stop -controlled intersections, the average delay
incurred by the mirror movements is used to determine the level of service. Descriptions
of the level of service are included in the appendix of this report.
The intersections of Overland and Linder, and Overland and Ten Mile, were analyzed for
existing conditions, background traffic conditions in the build out year and the horizon
year, and total traffic conditions for the build out year and the horizon year. The
intersection of Overland and Ten Mile was not analyzed for the horizon year because the
construction of the interchange will result in major reconstruction of this intersection. It
was assumed that lane configurations will reflect the conditions proposed in the
construction projects scheduled for 2007. The results of the calculations are summarized
below. Copies of the calculations are included in the appendix.
Peak Hour Conditions
EXistln
rsaCK
[uuuu
LOS
Dela
w, --
LOS Delay
LOS
Delay
LOS
F
Delay
LOS Delay
Mitigated
40.4
E
riand and Linder
17.3
C 21.6
C
100.4
F 10.1
B
16.1
C
nand and Ten Mile
16.5
C 22.6
C
36.7
E
19.7
C
15.8
Mitigated
East Entrance
11.4
B
11.9
B
North Linder Entrance
10 5
B
10.9
B
South Linder Entrance
14
17.1
C
B
11.8
B
st Entrance
17.3
C
12.6
B
st Central Entrance
18.3
C
14.2
B
t Central Entrance
17 6
C
17.3
C
I Entrance
11'2
B
11.1
B
th Linder Entrance
10.6
B
10.8
B
th Linder Entrance
11.7
B
14.2
B
Table 2B -LOS Summary
PM Peak Hour Conditions
2005 2010 Total Sao2025
ound al
Delay yxtstLOS DelaIng y k LOS round Delay LOS D ay k ILOS DelaLOS
Overland and Linder
10.8 B 11.5 B 20.2
C 13.7
B 122
B
Overland and Ten Mile
29.7 D 193.6 F 425
F
Mitigated
40.4
E
13.9
B
13.7
B
West Entrance
13 6
B
13.6
B
West Central Entrance
13.5
B
13.4
B
East Central Entrance
19.7
C
15.8
C
East Entrance
11.4
B
11.9
B
North Linder Entrance
10 5
B
10.9
B
South Linder Entrance
14
D
14,2
B
Ten Mile Entrance
C':V%'F•Pprnjecfs11Q04 drehive105-I4 J/JSoa(H IlillitlncslSourh lli/1 11S110nte.dnc
Page 26 of 30
fraffie Irnpact Study
Thompson �y�,. Engineers South Ringer, Merklian
-
Roadways
Overland Road east of Linder will be reconstructed to five lanes in 2007 and will have a
significant amount of available capacity. West of Linder Road, Overland Road is a two
lane road, and should have a capacity of about 8,500 vpd according to COMPASS
planning thresholds. There should be enough capacity available to handle trips generated
by this development. A lel} turn lane west of Linder is warranted for each entrance point
to the site. Right turn lanes are not required, but a taper should be considered at the
commercial entrance.
Linder Road is a two lane road with low existing volumes. Improvements to this
roadway should not be required. Left or right turn lanes into the site are not required.
Ten Mile Road is nearing capacity for a two lane rural highway. Long term
improvements to Ten Mile Road will be included in the Ten Mile Interchange project.
Mitigation
Mitigation is not needed at the Overland Road and Linder Road intersection.
Improvements proposed to the intersection as part of the 2007 ACRD project will
provide significant capacity.
The intersection of Ten Mile Road and Linder Road will fail with the addition of the site
traffic to an already congested condition. Existing topography will severely limit any
possibility of adding turn lanes on any of the three approaches. Even if lanes could be
added, adding lanes will not result in an acceptable level of service. The intersection was
analyzed as an all -way stop controlled intersection without any additional lanes. With
this control, the intersection will operate at LOS C in the AM Peak hour, and LOS E in
the PM Peak Hour. Both intersections will operate at a better level of service than
background traffic alone without such a change in control.
Site Circulation
Average daily traffic on interior roads is shown in Figure 9. Based on our estimate, none
of the interior residential roads will incur a daily traffic in excess of 1,000 vehicles per
day with the exception of the spine road from the commercial area to the traffic circle.
This road will function as a collector. All other roads may be classified as local roads.
C.,17''rnprojrcis120O6Archive105-14 JUSouih//iflldncxWondhHill Tffupdale.dac Page 27 of 30
C:4TF.Ayrofectsl2OO6dreitive105-1JJIJSorithHilAdacslSmtdtHill H.V'vpdat(Woc Palle 28of30
Traffic Impact Study
Thompson
Engineers
South fridge, Meridian
f
p
-
r
xr
�
�;
a
�
1
_
n
n
i
cr
m
0
{{
�
}
d
O
b
6
O
Hi
>
}
F'
d
OD
LL
C:4TF.Ayrofectsl2OO6dreitive105-1JJIJSorithHilAdacslSmtdtHill H.V'vpdat(Woc Palle 28of30
Traffic impact Study
Thompson Engineers South Ridge, Meridian
This project can be constructed with minimal impact to the
transportation system, particularly with the improvements proposed to
DISCUSSIONS
Overland Road in 2006 and 2007 by ACHD, and the Ten Mile
Interchange under consideration by ]TD.
The intersection of Overland and Ten Mile will be impacted, resulting in a failure of the
intersection. Observations on site indicate the intersection is failing for the westbound
approach at this time. Widening the intersection will be difficult due to existing
topographical features. These include a canal, existing houses, and a hill in the southeast
quadrant. This study determined that adding lanes to the intersection will improve the
capacity, but will not result in an acceptable level of service. In reviewing different
methods of controlling the intersection, it was determined that installing stop signs on all
approaches results in an acceptable level of service. However, it will result in a
significantly lower level of service for the northbound and southbound approaches. This
may result in queues on the northbound approach. Before installing an all -way stop
controlled intersection, a study should be undertaken to ensure that this queue will not
cause a sight distance problem with approaching traffic. The sight distance problem
might be associated with the vertical curve as vehicle travel north.
This development is designed with Neo -traditional concept, which includes a large
amount of realistic mixed-use development. In addition to housing, the development
includes high-density housing, medium -density housing, office space, commercial space,
retail space, a school, and a day care. With such a diverse land use, we can expect a high
level of captured trips. This high level of captured trips will result in fewer trips on the
general transportation system, and a large volume of the trips will be captured within the
development. In addition, trips will tend to be shorter, and there is an increased
opportunity for non -vehicle modes of transportation, such as walking or bicycling. Such
development should be encouraged.
In general, the site provides opportunities to disperse internal traffic. This means fewer
streets will experience high traffic volumes. Traffic is dispersed by providing a high
degree if interconnectivity, allowing multiple options for drivers when selecting a route
to their destination. Most of the streets enjoy a curvilinear layout, which will help in
calming traffic and reducing speeds. Many of the streets are narrower than traditional
neighborhoods, which will also result in lower speeds.
C:17'F.llprgiecls42000ArehiveIO5-l4JIJSoulhllilAdacslSouthHill7'bSupdate.doc Page 29 of 30
Traffic impact Study
Thompson Engineers South Ridge, Meridian
This study identifies transportation impacts associated with the
proposed subdivision in Meridian, Idaho. The following are the
CONCLUSIONS
principal findings and recommendations of the study:
The following are the principal findings and recommendations of the study:
I The proposed development is projected to generate an average daily traffic of 10,200
new, external vehicle trips per day, of which 634 will occur during the AM peak hour
and 894 will occur during the PM peak hour.
K The proposed development willaccess the transportation system primarily through
Overland Road,
1- The primary intersection which will be impacted is Overland Road and Linder Road.
This intersection is scheduled for reconstruction in 2007 by ACHD
If During the AM Peak Hour, the Overland and Linder intersection will operate at LOS
$ under 2010 background traffic conditions, and LOS C under 2010 total traffic
conditions. It will operate at LOS l3 under both the background and total traffic
conditions for 2025. This is due to the construction improvements at the intersection,
and the shift of traffic patterns caused by the construction of the Ten Mile
Interchange.
E During the pM peak flour, the Overland and Linder intersection will operate at LOS
C under 2010 background traffic Conditions, and LOS D under 2010 total traffic
conditions. It will operate at a similar 1,08 under both the background and total
traffic conditions for 2025.
I The intersection of Overland and Ten Mile will require improvements to operate at
acceptable levels of service with the addition of traffic from this project. Adding
lanes to the intersection is costly, if not impossible, and will not result in an
acceptable level of service. If the intersection is converted to an All -Way stop
controlled intersection, an acceptable level of service can be obtained.
9 Overland Road and Linder Road have the capacity to absorb the traffic generated by
the proposed project. A left turn lane should be constructed on Overland Road. A left
turn lane in not necessary on Linder Road.
CaTE1Wrajec&12006 Archivet05-14jusouih i!1llldocsWouih Hill7%5ipdate.doe Page 30 of 30
Thompson Engineers
Traffic Impact Study
South Ridga, Meridian
00
r
L
r,
J w
V
co
M
rn
M
r
b 00O
C
N
rn
0
\G
L�
d
N
N
O d
d
N c
00 W (j
OL -
G.�
C
to C p
l\
F
UD O
_
p > IL
=UJ
O
N
w
w
y ID
m�
D D F
LtV1 T
it z w=='
uj
Z
N
z
zy w3-)0
UzULLF
----------
.I
m
�y0,
CC
m
F
m F
rL
O
T,
W
3J47(OvvIMM
v
r
W
W
O
O o
W
;z
O
C7
z
' Or
. m
m
ry
O
N
r
r
O
N
N
N
h -
00
r
L
r,
J w
V
LO
M
rn
M
r
v
N
rn
0
N
N
O d
d
N c
00 W (j
il- of
G.�
C
to C p
FO
F
F O>�
_
p > IL
=UJ
O
w
w
y ID
m�
D D F
LtV1 T
it z w=='
uj
ooA�MO000°a0
N
z
zy w3-)0
UzULLF
00
r
L
r,
J w
Q2
1-�rnvoocoornrtn
M
rn
M
r
C O
N
rn
0
FO
�rn�rN�
m
M
N
•i
ON
N
e
----------
m F
T,
W
3J47(OvvIMM
W
,oma
;z
' Or
. m
m
ry
O
N
r
r
O
N
N
N
5
O
JtNOn�t'oolou�'7tn?
0
OF
M
Ul
r
0
z----------
M
DO F
ti
(00
to
w
t��-lull)t>
M
a
0
z
J
to O to O LO O to O
r-
Frr=�atiC600ao6i
0
a. i
Q n.
�w
i
4
t=
f
z 0a�000QQQQ
z
p
o n o n o n o LO
M
Page 1
O
u
O a- (L
Ngo `S Lr) C)
N N C cu � N 0 C co
ami m> ui d
F- F- O
Z
w uj
it siviNatzrxwzTe
►uj
- Ooro OOOOOW0
? zww3')U VZOLLF
0 C
O O
�w
V N
O v
cl
;
O
0 ,,,�
Mf0(p
N
N
N
fr
N
MOS
N
M
N
FO
2
,j
d
N.r..._."__
{i
C M
O
�O~
Z
zQ0
�1�
U
m F
z
uj
0
0
O 0
w
O
V
J
Z
MM
NNM,
Z
'
,oa
O
u
O a- (L
Ngo `S Lr) C)
N N C cu � N 0 C co
ami m> ui d
F- F- O
Z
w uj
it siviNatzrxwzTe
►uj
- Ooro OOOOOW0
? zww3')U VZOLLF
0 C
O O
�w
0 ,,,�
Mf0(p
N
N
N
fr
N
MOS
N
M
N
FO
a�mo�o�cOn�o�o
O
Z
m F
J
M
MM
NNM,
'
,oa
iz
'o
ZF-O'mwrn
rnrn
fn
f.-
N
M
N
M
W
N
O
L
V
N
a
0
Z
Or
m
J
Q.
tprnn
MLO
Z
O
r
NI�1�C
6m
x
a
O
Z
J
CL
aaan.
M M aM
O w 00 O U) O
O, M IT 0
O
=a
Q W
H
IL
�aaaaa0.a
a0rM'CO
u�o
M V'
J !L
'7 V' V in vi ui iii
x
IL
Page 2
J W
Q ='
c'I
M
MN
OO
M
r-WMN
61
Q
`
a�
J
r
N
N
r
r
r
C
Ya
EO
za
0
z
0
0
a
ui
J W
Q ='
M
MN
OO
M
r-WMN
61
Q
`
a�
J
r
N
N
r
r
r
C
Ya
EO
za
0
z
0
a
ui
G O N O
c6 'n
W
y
o
c0
z
V
_z
z
_
7
H
J W
Q ='
M
MN
OO
M
r-WMN
61
W
O
a�
J
r
N
N
r
r
r
Ya
a
0
z
_
m Y
N
r
't
N
N
M
(3)
r
-K
N
ASN
N
N
W
3
-j
Nr
N
lcO
r -
m
r
i
z
_
M
�
I z
Y
J
0
0
Q
Z
m i -N
ttpp
MCDLf)
00�0)
Y
r
rr.^
rr
W
J
�N
r
(O
N
r-N(�000
'-tNMMNN
z
z
_
O
m Y
z
a
0
z
J
N
4'N
co
r-
Cl)
-It
d¢d¢dd4¢
LC) O to O Lo O 0 O
r M [- O M 't O
OYtii•:
O
rloco66cooi
O
ew
= W
a
<<<<dQdddC)
Ar--
O O OO r M !.t Orr:r6daoro�
x
a
Page 3
O
.0 cc::))
Co N Ti O O
WO.0-p N d O O
m m co a� j v io
c
c > > L6 d
:7000 'Su
z'
0 w
UJ
U m m m D D
Y
i �YY�t ZzW Zf
F' o o m m 0 00 0 0� 0
Z ztow3-)U0Z0
00
00
H
z
z2
� Q
Q 0.
Y
LU
LUZ
� Z
O
O �
ILa_
J UJ
D O
M
U
C
?
�y
R
-1`�
0O
2
01010)
O
Q
l
\..\
2
Q
J
Z
20
7
=
m H
O
M
co!
N
I
�Y
I-
0
O
co
O
V
D
U
(0
�
s
,
r
z
�
WL,,,
C O
M
-
r 'n
G
R
LU
a
>
O
0
2
3 J
C,4
(o
0
M
r-
M
z
I
I �
;o
z
a
D
•z
f -
O
.0 cc::))
Co N Ti O O
WO.0-p N d O O
m m co a� j v io
c
c > > L6 d
:7000 'Su
z'
0 w
UJ
U m m m D D
Y
i �YY�t ZzW Zf
F' o o m m 0 00 0 0� 0
Z ztow3-)U0Z0
00
00
H
z
z2
� Q
Q 0.
Y
LU
LUZ
� Z
O
O �
ILa_
J UJ
�y
-1`�
0O
01010)
Q
Z
_
m H
O
M
co!
N
I
�Y
I-
0
O
co
O
V
D
(0
�
s
,
r
r
3 J
C,4
(o
N
M
r-
M
I
I �
;o
•z
•m
•=r
iF
0
O
� J
Q
------------
O
'•tMK
O
m
V'
M
�
J
O
2
O
m�
z
a 0. 0. 0. a a a a
LOoUnoU)oino
M V O co V O
Ovvv66!6ioio
Q
Za
aw
Z gaan.aaaaa
a Oo�no�nou�o
p Ix
(P �v
oM�
U u.
v v v a vi ui
Page 4
Detailed Traffe_Counts
DATE COUNT %GROW"fli PEAK HRCOUNI'S PEAK%ADT
STREET- OVERLAND RD, Fi1D MAPLE GROVE RD, ADA COUNTY
ID: 1464
E/O MAPLE GROVE RD APPROACH & TOTAL
9242003 33,539 3.6% EB WB
AM:
PM:
E10 MCDERMOTT RD AM:
8/7/1996 371 PM:
STREEi': OVERLAND RD, F/O TEN MILE RD, ADA COUNTY
F/OTEN MILE RD APPROACH&TOTAL
12r3nm 4,903 -7.40/.
W10 UNDER RD
4/10/2002
E10 TEN MILE RD
10/4/2000
W10 UNDER RD
6/9/1999
5,292
4,847
4,965
AM
PM:
AM:
PM:
AM:
PM:
AM:
PM:
21
15
18
17
EB
393
158
453
169
500
118
448
282
609
1,725
719
1,691
592
1,747
660
1,684
381
1,339
6.7%
8.9%
7.2%
8.8%
7.1%
8.9%
6.8%
8.9%
6.1%
9.4%
AM:
1,652
PM:
1,244
E/0 VINNELL ST
AM:
1,626
1115/2002 32,361
PM:
1,152
W10 ViNNELL ST
AM:
1,652
11/5/2002 31,575
PM:
1,064
W/O ENTERTAINMENT AVE
AM:
1,528
2/7/2002 32,246
PM:
1,201
E/O MAPLE GROVE RD
AM:
994
7/9/1997 22,639
PM:
792
E/0 MILWAUKEE ST
9/29/1993 18,265
STREET: OVERLAND RD, E10 MCDERM(YFT RD, ADA COUNTY
FJOMCDERMOTfRD
APPROACH&TOTAL
429/1998 432
16.4%
EB
AM:
PM:
E10 MCDERMOTT RD AM:
8/7/1996 371 PM:
STREEi': OVERLAND RD, F/O TEN MILE RD, ADA COUNTY
F/OTEN MILE RD APPROACH&TOTAL
12r3nm 4,903 -7.40/.
W10 UNDER RD
4/10/2002
E10 TEN MILE RD
10/4/2000
W10 UNDER RD
6/9/1999
5,292
4,847
4,965
AM
PM:
AM:
PM:
AM:
PM:
AM:
PM:
21
15
18
17
EB
393
158
453
169
500
118
448
282
609
1,725
719
1,691
592
1,747
660
1,684
381
1,339
6.7%
8.9%
7.2%
8.8%
7.1%
8.9%
6.8%
8.9%
6.1%
9.4%
WB
192
350
82
352
107
374
84
213
I L9%
10.4%
10.1%
9.8%
12.5%
10.2%
10.7%
10.0%
8/26/2004 Counts compiled by ACRD from average daily tmlFic data collected by AMID and ITD. 571 of 761
Page 5
ID: 1428
WB
9
6.9%
32
10.9%
8
7.0%
28
12.1%
ID: 1436
WB
192
350
82
352
107
374
84
213
I L9%
10.4%
10.1%
9.8%
12.5%
10.2%
10.7%
10.0%
8/26/2004 Counts compiled by ACRD from average daily tmlFic data collected by AMID and ITD. 571 of 761
Page 5
STREET:
TEN MILE RD, N/OOVERLAND RD, ADA COUNTY
ID: 1433
N/OOVERLANDRD
APPROACH&TOTAL
1223/2002 7,185
18.00/.
NB
SB
AM:
496
353
11.8%
PM:
382
353
102%
N/O OVERLAND RD
AM:
1 1 1
221
5.5%
10/4/2000 6,089
PM:
365
260
10.3%
STREET:
TEN MILE RDtD, N USTICK
RD, ADA COUNTY
IIJ: 2702
N/O USTICK RD
APPROACH & TOTAL
9/10/2003 3,925
46.05/o
NB
SB
AM:
229
75
7.7%
PM:
162
241
10.3"/0
SIO MCMILLAN RD
AM:
118
33
5.6%
7/25/2002 2,689
PM:
177
113
10.8%
N/O USTICK RD
AM:
117
75
6.2%
8/2/2001 3,097
PM:
106
173
9.0%
N/O USTICK RD
AM:
156
84
11.1%
5/11/1999 2,168
PM:
77
152
10.6%
N/O USTICK RD
1/17/1995 442
PM:
51
59
24.9%
STREET:
TEN MILE RDs SIO AMrFY RD, ADA COUNPV
ID 1868
N/O LAKE HAZEL RD
APPROACH & TOTAL
3272002 2,983
-920/0
NB
SB
AM:
239
75
10.5%
PM:
129
189
10.7°/0
SIO AMITY RD
AM:
296
82
11.5%
10/25/2001 3,286
PM:
136
198
10.2%
N/O LAKE HAZEL RD
AM:
148
57
8.5%
3/29/2000 2,420
PM1
96
149
10.2%
BERN L HAZEL & AMITY
1/1/1990 1,647
STREET:
TFN F. MILRD, SJO COLUMBIA RD, ADA COUNTY
ID 1932
SIO COLUMBIA RD
APPROACH & TOTAL
3/142002 3,748
9.80/0
NB
SB
AM:
268
132
10.7%
PM:
150
208
9.6%
5/0 COLUMBIA RD
AM:
222
141
10.6%
4/4/2000 3,412
PM:
118
217
9.8%
S/O COLUMBIA RD
5/10/1994 ; 1,262
8/26/2004 Counts compiled by ACHD from average daily traffic data collected
by ACRD
and ITD.
707 of 761
Pagc 6
Detailed Traffic_COunts
DATE COUNT
%GROWTH PEAKHRCOUNTS
PEAK%ADT
STREET: CINDER RD, SIO COLUMBIA RD, ADA COUNTY
ID 1946
S40 COLUMBIA RD
APPROACH& TOTAL
11/20/2003
1,297
47.9%
NB
SB
AM:
65
62
9.80/.
PM:
49
69
9.1%
N/O HUBBARD RD
AM:
21
45
7.5%
3/27/2002
877
PM:
19
45
7.3%
SIO COLUMBIA RD
AM:
37
45
7.9%
5/18/2000
1,033
PM:
26
47
7.1%
N/O HUBBARD RD
AM:
42
24
6.1%
6/16/1999
1,082
PM:
34
67
9.3%
SIO COLUMBIA RD
8/18/1994
1,121
SIO COLUMBIA RD
5/17/1994
1,119
N/O HUBBARD RD
1/1/1990
1,786
STREET: CINDER RD, S/O OVERLAND RD, ADA COUNTY
1D: 2607
N/O VICTORY RD
APPROACH & TOTAL
4/102002
1,007
-1530/.
NB
SB
AM:
86
20
10.50/.
PM:
44
61
10.4%
SIO OVERLAND RD
AM:
88
15
8.7%
.:6/9/1999
1,189
PM:
35
79
9.6%
NIO VICTORY RD
12/21/1994
711
SHiEET: LINDER RD, S/O SH 2026,
ADA COUNTY
ID 280
N/O MCMILLAN RD
APPROACH& TOTAL
4/92002
6,297
1.90/.
NB
SB
AM:
282
287
9.0%
PM:
297
315
9.7%
SIO SH 20/26
AM:
348
194
8.8%
6/6/2000
6.182
PM:
353
256
9.9%
SIO CHINDEN
AM:
193
166
6.8%
8/14/1996
5,263
PM:
280
226
9.6%
SIO CHINDEN
11/2/1994
2,879
812612004 Counts compiled by ACRD from average daily traffic data eal Iected by ACI ID and ITD. 475 o/ 761
rage 7
1,raffe %dyfor
en Mile Interchange, Meridian, Idaho
PROJECTED TRAFFIC
Traffic for years 2007 and 2027 was estimated by COMPASS using the calibrated travel demand model
and the approved 2010 and 2025 demographics estimates. The model is a multi -step process, which
included trip generation, trip distribution, and trip assignment. The travel the Transportationsanddel was
Ads ore
ated
to reflect current traffic patterns in the region and was approved by
Committee (TMAC) for transportation planning purposes.
Figures 3 and 4 represent the average daily traffic based on the travel demand model for 2007 and 2027,
respectively. Figures S and 6 represent the PM peak hour turning movements at each intersection for
2007 and 2027, respectively. PM peak traffic is consider critical and was used in the traffic analysis. The
PM peak hour traffic was estimated as 10% of the average daily traffic. Directional splits varied. especially
Directional splits for the PM peak hour was based on a combination of existsng traffic Patters, Road, four miles to the east
on I-84 and other east -west roads, and the directional splits existing on Eagle
of Ten Mile Road.
Figure 3 – 2007 Traffic Estimate
71800(7,180)
14600(1,460)
18000(1,800)
19200(1,920)
8800(880) –'I%� 9100(910)
Average daily traffic vpd
(pM peak hour traffic vph)
Ten Mile Rd
OU22103
D:w/ ,u,.ffl,1Updata1do 1w0nd01
100(2,310)
�14400(1,440)—
E A E x® •• x
..p..nro.rina.m•�
Business Access
73600(7,360)
1-84
Overland Rd
Page 9
Figure 4 — 2027 Traffic Estimate
112,300(11,230)
7
9,400(940)
Ten Mile
32,200(3,220)
34,600(3,460)
Traffic Shed} for
7'en Mile Interchange, Meridian. Idaho
Franklin Rd
Business Access
39,700(3,970)
13,200(1, 320)
0000 14,000(1,400)
32,100(3,210)
26,900(2,690)
Average daily traffic vpd
(PM peak hour traffic vph)
06r2210s •�--� rte-^
D:Wd VrafclUpdate ldo ,Lrepart dx
122,400(12,240)
"4
Overland Rd
rage -13
Right -Turn Treatments (415 lanes)
Posted Speed 35.40 mph
0-
5000 10000 15000 20000 25000 3000 35000
Projected Volume an Major Snaet
Right Turn Treatments (2(3 lanes)
Potted Spend (35-40 Mph)
Radius
Taper
Tum lens
E
— Radlus
Taper
x 20 -- - ^^-^— Tum Lane
r
IL 10
5000 10000 10000 20000 25000 30000 35000 1
Projected Volume on Major Street
Pave 10
LEFT=TURN TIECELERATION-LANE WARRANTS
30-35 mph
U
200
r
ro,
J
C
y
300
n
L
to 15 :0 la su
40-45 mph
J 0
0
to 1- -o _s ,u
DHV ora -.rage peak -hour volume of
vehiclestcr'ing left into the access
Pagc iQ-T' 10
Thompson Engineers Traffic g, M Study
South Ridge, Meridian
AM Peak Hour Calculations
rage i o> t
TWO-WAY STOP CONTROL SUMMARY
General Information[Site information
ourly Flow Rate (veh/h) 1 0 585 0 1 24 105 1 0
Proportion of heavy
ehicies, PHv 0 — 0 — —
edian type Undivided
T Channelized? 0 0
Lanes 0 1 1 0 1 0 1 1 0
onfi uration
D. Thom on
.
Thom son Engineers Inc.
rmed
M
6/22/2005
me Period
VM Peak Hour
ourly Flow Rate (veh/h) 1 0 585 0 1 24 105 1 0
Proportion of heavy
ehicies, PHv 0 — 0 — —
edian type Undivided
T Channelized? 0 0
Lanes 0 1 1 0 1 0 1 1 0
onfi uration
TR
LT
U stream Signal
0
0
Minor street
Northbound
Southbound
ovement
7
8
9
10
11
12
L
T
R
L
T
R
ofume veh1h
22
0
162
0
0
0
Peak -hour factor, PHF
0.90
0.90
0.90
a90
0.90
0.90
Hour Flow Rate veh/h
24
0
180
0
0
0
Proportion of heavy
ehicles, PHv
0
0
0
0
0
0
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
RT Channelized?
0
0
Lanes
0
1
0
0
0
0
onfi uration
LTR
ontrol Delay, Queue ength,
Level of Service
pproach
EB
WB
Northbound
Southbound
ovement
1
4
7
8
9
10 11
12
Lane Configuration
LT
LTR
olume, v (vph)
24
204
apacity, cm (vph)
1000
494
/c ratio
0.02
0.41
ueue length (95%
a07
2.00
Control Delay (s/veh)
8.7
17.3
LOS
A
C
Approach delay (s/veh)
—
—
17.3
Approach LOS
—
—
C
11CS20(kir" Copyright ® 2003 Univmity or Fiorid , NI Rights Rn od VMion
rage r or r
HCS2000TM
eoPYrigk h) 2003 Univcnity ofMrida, NI Right/ Ra cd
Page 14
TWO-WAY STOP CONTROL SUMMAKY
etteral Information
ite Information
Overland)Road and
Linder
Analyst
. Thom son
ntersection
oad
an /Co.
Thom son E
'nears Inc.
urisdiction
CND
Date Performed
13106
kna sis Year
010 Back round
na sis Time Period
AM Peak Hour
Pro Oct Descri tion South Ri
orthlS Street:
Linder Road
East/V11est Street: Ovedand
tud Period hrs :
0.25
Intersection Orientation: East-West
Vehicle Volumes and Adiustments
Eastbound
westbound
Major Street
3P26
5ovement
6
1
2
Tolume
RT
R
veh/h
L
0
590
0
0.90 0
0.90
0
0.�0
Peak -hour factor PHF
090
0.90
123Proportion
ourly Flow Rate (veh/h)
0
655
08
of heavy
0
_
_
—
—
vehicles, PHv
Undivided
ty
0
T Channelized?
0
0
1
0
Lanes
0
1
0
TR
LT
0
nal
0
Southbound
Northbound
10R
ton,
7
8
9
L
TRh26
0
188
0.90
0
0,9
00
0090
0.90
ctor, PHF5
0.90
0.90
Hour Flow Rate vehlh
28
0
208
Proportion of heavy
0
0
0
0
0
0
vehicles, PHv
Percent grade (°/n)
0
0
Flared approach
N
N
Storage
0
0
0
RT Channelized?
0
0
0
Lanes
0
1
0
0
onfiguration
LTR
Control Delayp Queue Len rth
Level of Service
Southbound
Approach
EB
VVB
Northbound
1
4
7 8
9
10 11
12
ovement
ane Configuration
LT
OR
olume, v (vph)
28
236
apacity, cm (vph)
942
448
/c ratio
0.03
0.53
ueue length (95%)
0,09
3.00
Control Delay (s/veh)
8.9
21.6
LOS
A
C
.Approach delay (s/veh)
—
—
21.6
Approach LOS
C
HCS2000TM
eoPYrigk h) 2003 Univcnity ofMrida, NI Right/ Ra cd
Page 14
rage t ur t
TWO-WAY STOP CONTROL SUMMARY
General Information ite Information
Overiara Road and Under
Analystompson ntersection _ oad
A,qenc /Co. Thom son En ineers, Inc Jurisdiction CHDY�
Date Performed 13/06 _ ria sis Year 010 Total Traffic
Analysis Time Period AM Peak Hour
Pro ect Descri tion South ri
East/West Street: Overland orth/South Street: Under Road
intersection Orientation: East-West uq Period hrs: 0.25
Vehicle Volumes and Ad'ustments
Westbound
Ma'or Street
Eastbound
5
6
Movement
1
T
R
T
R
Volume veh/h
L
0
778
4
090
M
218
3.90
p
090Peak-hour
factor PHF
0.90
0.95
243
0
Hourly Flow Rate (veh/h)
0proportion
of heavy
ehicles, PHv
Undivided
edian type
0
RT Channelized?
0
0
1
0
Lanes
0
1
0
TR
LT
onfi uration
p
Upstrearn signal
p
Southbound
Minor Street
Northbound
10
11
12
Movement
7
8
y
L
T
R
L
32
T
0
R
302
0
0
0
olume veh/h
Peak -hour factor, PHF
0.90
0.90
p.90
p•90
0.90
0
Hour Flow Rate veh/h
35
0
317
317
0
0
Proportion of heavy
0
0
0
0
0
0
vehicles, PHv
Percent grade (%)
0
0
N
Flared approach
N
0
Storage
0
p
RT Channelized?
0
0
0
Lanes
0
1
0
0
onfi uration
LTR
ontrol Delay, Queue Len
h Level of Service
Southbound
ppro ach
EB
WB
Northbound
1
4
7 8
9
10 11
12
ovement
Lane Configuration
LT
LTR
olume, v (vph)
104
352
capacity, em (vph)
816
334
/e ratio
0.13
1.05
Queue length (95%)
0.44
12.67
Control Delay (s/veh)
10.1
100'4
LOS
B
F
pproach delay (stveh)
—
—
100'4
PP roach LOS
F
Version A.1c
ffCS2(X10TM
Copyright ® 2W3 Univmity ofF'brids, at K,ghu Ro A
Page 15 n1111Wnnr
rage 1 or I
TWO-WAY STOP CONTROL SUMMARY
General Information ite Information
overland Road and Linder
Analyst
.Thompson
Agency/co.
Thom son En ineers, Inc.
Date Performed
4113106
na sis Time Period
M Peak Hour
ma or orreet
1
-- --- -
2
3
4
-- 5
6
Movement
L
T
R
L
T
R
volume veh/h
0
778
4
0,900,90
94
219
0.90
0
0.90
ourly
Peak -hour factor, PHF
0.90
0.95
243
Flow Rate (veh/h)
0
818
4
104
Proportion of heavy
0
—
—
0
—
—
ehicles, PHv
Undivided
edian type
0
T Channelized?
0
1
0
Lanes
0
1
1
1
L
T
onfiuration
T
R
0
U tream Signal
0
Minor Street
Northbound
Southbound
12
Movement
7
8
9
10
11
R
L
T
R
L
T
Volume veh/h
Peak -hour factor, PHF
32
0.90
0
0.90
302
0.95
0
0.90
0
0.00
0
0.�0
Hou Flow Rate veh1h
35
0
317
0
Proportion of heavy
0
0
0
0
0
0
vehicles, PHv
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
0
RT Channelized?
0
0
Lanes
1
0
1
0
0
onfiguration
L
R
ontrol Delay, Queue Length,
Level of
Service
pproach
EB
WB
Northbound
Southbound
ovement
1
4
7
8
9
10 11
12
Lane Configuration
L
L
R
olume, v (vph)
104
35
317
apacity, cm (vph)
816
164
379
/c ratio
0.13
0.21
0.84
Queue length (95%)
0.44
0.78
7.70
ontrol Delay (S/veh)
10.1
32.8
1
47.9
LOS
B
D
E
Approach delay (s/veh)
—
—
46.4
Approach LOS
—
—
E
Vmion Uc
wpp,gix o. �...... ..,..... u.q .... .,.o.._____..
i/CS1U70 TM
Pave 16 _ _
rage 1 or 1
{/C.S7000TM
"pyngnt » �. u .... ....y .....__�,. _. __....
Version 4.1J
Page 17 eil'li?nnfi
Page 1 of 1
Rights Reserved
RC82006TM Copy�igta (0 2003 Ummity ofF$orida, All RighL, R.e .d Vmion 4, Id
Version 4.1d
TWO-WAY STOP CONTROL SUMMARY
General Information
ite Information
nalyst
ency/Co.
Date Performed
nal sis Time Period
D. Thompson
Thompson Engineers, Inc.
4/13106
AM Peak Hour
ntersection
urisdiction
natysis Year
overland Rd and Ten Mile Rd
ACHD
2010 Background Traffic
Pro ect Description South Ridge
East/West Street: Overland
orth/South Street:
Ten Mile Road
Intersection Orientation: North-South
IStudy
Period hrs:
0.25
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
ovement
1
2
3
4
5
6
L
T
R
L
T
R
ofume
35
320
275
320
115
0
Peak -Hour Factor PHF
0.90
0.90
0.90
0.90
0,90
0.90
Hourly Flow Rate, HFR
0
355
305
355
127
0
Percent HeavyVehicles
0
—
—
0
—
—
edian Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
onfi uration
TR
LT
1
Upstream Si nal
0
0
Minor Street
Westbound
Eastbound
ovement
7
a
9
10
11
12
L
T
R
L
T
R
olume
18
0
145
0
0
0
Peak -Hour Factor, PHF
0.90
0.90
0.90 0.90
0.90
0.90
Hourly Flow Rate, HFR
20
0
161
0
0
0
Percent Heavy Vehicles
0
0
0
0
0
0
Percent Grade (%)
0
0
Flared Approach
N
N
torage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
onfi uratic n
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
ovement
1
4
7 8
9
10 11
12
ane Configuration
LT
LR
(vph)
355
181
(m) (vph)
938
382
0.38
0.47
queue length
1.78
2.46
ntrol Delay
11.2
2Z.6
[511%
S
B
C
roach Delay
—
—
22.6
proach LOS
—
—
C
Rights Reserved
RC82006TM Copy�igta (0 2003 Ummity ofF$orida, All RighL, R.e .d Vmion 4, Id
Version 4.1d
rage 1 or 1
HCS2UXF"'
CnPyngnc c' 2W3 Un' 4 n. j .,.. ,
Page 19
4113/?.006
TWO-WAY STOP CONTROL SUMMARY
ite Information
eneraI Information
Overland Rd and Ten
Mile Rd
Analyst
D. Thompson
0.
ntersection
ACHD
y
Thompson Engineers, Inc.
urisdiction
2010 Total Traffic
Date Performed
4H3N6
nalysis Year
na sis Time Period
AM Peak Hour
Pro'ect Descri tion South Ri
Street:
Ten Mile Road
EastlWest Street: OverlandNom-South
uqy Period Mrs):
0.25
Intersection Orientation:
Nath -South
ehicle Volumes and Ad'ustrnents
Southbound
Ma'or Street
Northbound
4
5
6
ovement
1
z
3
R
L
T
R
Volume
L
35
T
332
283
349
0.90
12?
0.90
0
0.90
Peak -Hour Factor PHF
0.90
0.90
0.90
387
134
0
Hourly Flow Rate, HFR
0
368
314
Percent Heav Vehicles
0
—
—
Undivkled
0
edian T
0
RT Channelized
0
0
1
0
Lanes
0
1
0
TR
LT
onfiuration
0
U beam Si nal
0
Eastbound
Minor Street
Westhound
10
11
12
ovement
7
8
R
R
T
L
24
T
0
207
0
0
0
Volume
Peak -Hour Factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
0
Hour Flow Rate, HFR
26
0
230
0
0
0
0
Pet Heavy Vehicles
rcen
0
0
0
0
0
Percent Grade (%)
0
N
Flared Approach
N
0
forage0
0
RT Channelized
0
p
0
0
0
0
0
Lanes
Configuration
LR
Delay, Queue Len th and Level of Service
Eastbound
Approach
NB
SB
Westbound
11 12
Movement
1
4
7 8
9
10
Lane Configuration
LT
LR
(vph)
387
256
(m) (vph)
920
358
lc
0.42
0.72
5% queue length
2.1 ?
5.31
Control Delay
11.7
36,7
LOS
8
E
7
pproach Delay
—
—'
pproach LOS
—
—
E
VCY910p 4.1(
_r All v:..ki. Ra..v,vl
HCS2UXF"'
CnPyngnc c' 2W3 Un' 4 n. j .,.. ,
Page 19
4113/?.006
Page 1 of l
Rights Reserved
YC,'7000TM
Vmim 4.Id
('opy,jghl (0 "3 Uairmity of F kW rich, All Rights Rnmcd
Page 20
version 4, Id
TWO-WAY STOP CONTROL SUMMARY
General Information
Rite Information
Linder and Commercial
Analyst
D. Thompson
ntersecton
ACHD
Agency/Co-
Thompson Engineers, Inc.
Purisdiction
2010 Total Traffic
Date Performed
411306
rnatysis Year
na sis Time Period
AM Peak Hour
Pro'ect Descri tion South Ridge
EastANest Street: North Linder Entrance
orth/South Street:
Intersection Orientation:
North-Southud
Period hrs :
0.25
ehicle Volumes and Ad'ustments
Ma'or Street
Northbound
Southbound
6
ovement
1
2
3
R
4
L
5
T
R
olume
LT
4
2 74
39
0
48
50
Peak -Hour Factor PHF
0.90
0.90
0.90
0.90
0.90
0.90
55
Hourly Flow Rate, HFR
4
304
0
0
53
Percent Heavy Vehicles
0
—
—
0
—
edian T
Undrvlded
0
RT Channelized
0
0
Lanes
0
1
0
0
1
TR
onfiuration
LT
0
U tream signal
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
Volume
Peak -Hour Factor, PHF
0
0.90
0
0.90
0
0.90
60
0.90
D
0.90
10
0.90
Hourly Flow Rate, HFR
0
0
0
66
D
19
Percent Heavy Vehicles
0
0
0
0
0
0
Percent Grade (°h)
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
1
0
1
R
onfiguration
L
Delay,Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
ovement
1
4
7 8
910
11
12
ane Configuration
LT
L
R
R
(vph)
4
66
91
(m) (vph)
1495
694
986
lc
0.00
0.11
0.01
95% queue length
0.01
0.36
am
Control Delay
7.4
11.6
6.7
LOS
A
B
A
pproach Delay
—
—
11.2
[Approach LOS
—
—
B
Rights Reserved
YC,'7000TM
Vmim 4.Id
('opy,jghl (0 "3 Uairmity of F kW rich, All Rights Rnmcd
Page 20
version 4, Id
Page 1 of 1
Rights Reserved Vm. ion 4. m
HCS7A70rM Copyrigfit W 2003 Univcrtity °rFbridi, NI }iighq RaM'od
Vmion 4.Id
Page 21 .„^ ��
TWO-WAY STOP CONTROL SUMMARY
General Information
ite Information
North Linder Entrance
Analyst
D. Thompson
ntersection
ACHD
Agency/Co. /Co.
y
Thompson Engineers, Inc.
urisdiction
2025 Total Traffic
Date Performed
4/13/t76
nalysis Year
nal sis Time Period
AM Peak Hour
Pro'ect Description South Ridge
East/West Street: North Linder Entrance
orth/South Street:
Intersection Orientation:
North-South
37. Periodhrs
ehicle Volumes and Ad'ustmentS
Me'or Street
Northbound
Southbound
5
6
ovement
1
2
3
R
4
L
T
R
L
6
T
301
39
0
48
40
olume
Peak -Hour Factor PHF
0.90
0.90
0.90
0090
0.90
0.90
44
Hourly Flow Rate, HFR
6
334
0
53
percent Heavy Vehicles
0
—
_
0
Undmded
edian Type
0
RT Channelized
0
0
1
0
Lanes
0
1
0
TR
onfiuration
LT
0
U tream Signal
0
Eastbound
Minor Street
Westbound
10
11
12
ovement
7
8
9
T
R
L
T
R
L
0
0
0
50
0
12
Volume
Peak -Hour Factor, PHF
0.90
0.90
0.90
0.90
0�0
0130
our Flow Rate, HFR
0
0
0
55
0
0
Percent HeavyVehicles
0
0
0
0
0
Percent Grade (°h)
0
Flared Approach
N
N
0
0
Storage
0
RT Channelized
0
0
1
Lanes
0
0
0
f
L
R
Configuration
Dela Queue Len th, and Level of Service
Eastbound
Approach
NB
SB
Westbound
Movement
1
4
7 8
9
10 11
12
Lane Configuration
LT
L
R
13
(vph)
6
55
591
992
(m)(vph)
1509
0.09
0.01
/c
Q00
.0LOS
5% queue length
0.01
8.7
Delay
7.4
t0310ontrol
A
A
11.1
Approach Delay
—
B
pproach LOS
—
Rights Reserved Vm. ion 4. m
HCS7A70rM Copyrigfit W 2003 Univcrtity °rFbridi, NI }iighq RaM'od
Vmion 4.Id
Page 21 .„^ ��
lyst
TWO-WAY STOP CONTROL SUMMARY
Thompson Engineers, Inc. punsalcuon
4/13176 lAnalysis Year
ACHD
2010 Total Traffic
rage t or 1
11CS200"
C�Py^Bld Cd 21M1.f linmm ily m r,o,me, All ,.. L'
Page 22 n 11 1 /7nnA
North-South
cuu ruuw ,,,.lumes
and Ad'ustmons
Northbound
4
5
rInterseeGtionrientation:
1
T
LTR
L
5
218
39
0
3622
Peak -Hour Factor PHF
0.90
0.90
0.90
0090
0.90
0.90
24
Hour Flow Rate, HFR
5
242
0
40
Percent He a Vehicles
0
Undh dried
—
Median Type
0
RT Channelized
0
0
1
p
Lanes
0
1
0
TR
LT
p
Signal
0
Eastbound
Westbound
10L
11
12
r1norStreet
7
89
R
LT
R
00060
T
00.90
Peak-HourFactor, PHF
0.90
0
0'�
86
0.90
12
Hour Flow Rate, HFR
0
0
0
p
0
0
Percent HeavyVehicles
0
0
0
0
0
Percent Grade (dA)
0
Flared Approach
N
N
0
0
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
LR
Configuration
Delay, Queue Len th and Level of Service
Eastbound
Approach
NB
SB
Westbound
12
1
4
7
8 9
10
11
Movement
LRLane
Configuration
LT
78
(vPh)
5
726
(m) (v ph),
1551
0.11
Vic
0.00
0.36
5% queue length
0.01
10.6
Control Delay
7.3
8
A
10.6
ILOS
pproach Delay
—
—
8
PProach LOS
_
Vm iw 4.1,
11CS200"
C�Py^Bld Cd 21M1.f linmm ily m r,o,me, All ,.. L'
Page 22 n 11 1 /7nnA
t -age 1 01 1
Rights Reserved
JICS20001M Copyright tv 2003 Unirv.ity of Florida, NI Right, R.mcd Ver, ion 4.1d
Vmion 4.Id
Page 23 , t^nn
TWO-WAY STOP CONTROL SUMMARY
General Information
Analyst
Agency/Co.
Date Performed
sis Time Period
0. Thompson
Thompson Engineers, Inc
4113106
AM Peak Hour
ISite Information
ntersection
Jurisdiction
Analysis Year
South Linder Entrance
ACHD
2025 Total Traffic
roject Descri tion South HidgeastJWest
Street: South Linder Entrance
orthlSouth Street:
J :-f�tersection
Orientation:
[movenal
North-South
to Period hrs
: 0.25ehicle
Volumes and Adjustments
ajor Street
ment
1
L
Northbound
2
T
3
R
4
L
Southbound
5
T
8
R
olume
Peak -Hour Factor PHF
3
0.90
277
0.90
39
0.90
0
0.90
50
0.90
10
0.90
Hourly Flow Rate, HFR
3
307
0
0
55
11
Percent Heaw Vehicles
0
—
—
0
—
—
edian T
UndWded
RT Channelized
1
0
0
Lanes
0
1
0
0
1
0
onfi uration
LT
TR
U tream Signal
0
0
Minor Street
Westbound
Eastbound
ovement
7
8
9
10
11
12
L
T
R
L
T
R
olume
0
0
0
30
0
4
Peak -Hour Factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
Hourly Flow Rate, HFR
0
0
0
33
0
4
ercent Heavy Vehicles
0
0
0
0
0
0
Percent Grade (°/6)
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
onfiguration
LR
Delay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
ovement
1
4
7 8
9
10
11
12
ane Configuration
LT
LR
(vph)
3
37
(m) (vph)
1549
658
is
0.00
0.06
5% queue length
0.01
0.18
ontrol Delay
7.3
10.8
LOS
A
B
pproach Delay
—
—
10.8
pproach LOS
—
—
B
Rights Reserved
JICS20001M Copyright tv 2003 Unirv.ity of Florida, NI Right, R.mcd Ver, ion 4.1d
Vmion 4.Id
Page 23 , t^nn
rage i or i
Rights Reserved
i/cS1Gtl0TM Copyright * 2703 Univmily of Florid., AD Rights Rwm d Vmion 4. Id
Vc ion 4. Id
TWO-WAY STOP CONTROL SUMMARY
General Information
ite Information
Analyst
Agency/Co.
Date Performed
Analysis Time Period
D. Thompson
Thompson Engineers, Inc.
4113106
(' MAW Peak Hour
ntersecbon
urisdiction
nalysis Year
Ten Mile Road Entrance
ACHD
2010 Total Traffic
Project Description South Ridge
East/West Street: Entrance
orth/South Street:
ti,
ikk
Intersection Orientation:
North-South
ud Period hrs :
0.25
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
ovement
1
2
3
4
5
6
L
T
R
L
T
R
oiume
328
8
6
139
0
Peak -Hour Factor PHF
0.90
0.90
0.90
0.90
0.90
0.90
Hourly Flow Rate, HFR
0
364
8
6
154
0
Percent Heavy Vehicles
0
—
—
0
—
—
edian Type
Undivided
RT Channelized
0
0
Lanes
0
1
1
1
1
0
Configuration
T
R
L
T
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
22
0
12
0
0
0
Peak -Hour Factor PHF
0.90
0.90
0.90 0,90
0.90
0,90
Hourly Flow Rate, HFR
24
0
13
0
0
0
Percent Heavy Vehicles
0
0
0
0
0
0
Percent Grade (%)
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
1
0
1
0
0
0
onfiguration
L
R
Delay,Queue Length, and Level of Service
Approach
NB
SB
Westbound
Eastbound
ovement
1
4
7 8
9
10 11
12
Lane Configuration
L L
R
(vph)
6 24
13
(m)(vph)
1198 510
665
Ir
0.01 0.05
0.02
5% queue length
0.02 0.15
am
Control Delay
8.0 12.4
10.4
LOS
A B
B
Approach Delay
—
—
11.7
Approach LOS
—
—
B
Rights Reserved
i/cS1Gtl0TM Copyright * 2703 Univmily of Florid., AD Rights Rwm d Vmion 4. Id
Vc ion 4. Id
rabc 1 or t
Rights Reserved V�reim<4.1e
IKS2000TM �PYje 2003 Univcrnily oC}'lorid�, All Right+Rmal'cd
V.icm 4.1d
Page 25 d/7ZII)MV
TWO-WAY STOP CONTROL SUMMARY
ite Information
General Information
Ten Mile Road Entrance
nalyst
D. Thompson
Thompson Engineers, Inc.
ntersection
udsdiction
ACMD
2025 Total Traffic
ency/Co.
Date Performed
natysis Year
naI sis Time Period
t`L�
Pro'act Descri tion South Ridge
olih/South Street:
East/West Street: Entrance
to Period hrs :
0.25
Intersection Orientation:
North-South
ehicle Volumes and Ad"ustments
southbound
Ma'or Street
Northbound
4
5
6
ovement
L
T
R
L
T
R
olume
0
533
12
0'90
20
0.90
195
0
Peak -Hour Factor PHF
0.90
0.90
22
26
0
Hourly Flow Rate, HFR
0
592
13
0
Percent HeavY Vehicles
0
_
_
Undivided
Median Type
0
0
RT Channelized
1
1
0
Lanes
0
1
T
1
R
L
T
onfi uration
0
U tream Si nal
0
Eastbound
Minor Street
Westbound
10
11
12
ovement
7
8
R
T0
T
R
olume
L
10
0
12
0.90
0
0.90
0
0.90
0.90
Peak -Hour Factor, PHF
0.90
0.90
0
0
0
Hour Flow Rate, HFR
11
0
13
0
0
0
Percent Heavy Vehicles
0
0
0
0
Percent Grade (°/.)
0
N
Flared Approach
N
0
Storage
0
0
RT Channelized
0
0
0
p
Lanes
1
0
1
Configure
L
R
—
—A
Delay,Queue Len th and Levei of Service
Eastbound
PProach
NB
SB
Westbound
1D 11 12
ovement
1
4
7 8
9
Lane Configuration
L
L
R
22
11
13
(vph)
(m) (v Ph)
983
326
510
is
0.02
0.03
0.03
5% queue length
0.07
0.10
Control Delay.
8.7
16.4
L12�2
LOS
AC
Approach Delay
—
—
14'2
ppro
ji�ach LOS
—
—
B
Rights Reserved V�reim<4.1e
IKS2000TM �PYje 2003 Univcrnily oC}'lorid�, All Right+Rmal'cd
V.icm 4.1d
Page 25 d/7ZII)MV
rage r of r
LOS I
HCS2IX70"'
CopyngM 0 2D03 Univ°nity ofFlco d All RigMft Ra ad
V mion k W
Pagc 26 n ii a ronnF
TWO-WAY
STOP CONTROL SUMMARY
Site Information
General Information
West Overland Entrance
na st
Thomson
ntersection
CHD
en /Co.
Thom on E
"nears lnc.
urisdiction
010 total Tratrc
pate Performed
13A76
nal sis Year
na sis Time Period
M Peak Hour
pro'ect Descrition South Ridge11
orth/South Street:
11
West Entrance
EastJWest Street: Overland
tuk Period hrs :
0.25
Intersection Orientation: East-West
ehicle Volumes and Ad'ustments
Westbound
Maier Street
Eastbound
5
6
ovement
L
2
R
�
T
R
p
617
15
16
209
0
olume veh/h
0.90
090
090 090
p,gp
0.90
Peak -hour factoT PHF
16
17
232
0
Hourly Flow Rate vehlh
0
685
Proportion of heavy
0
_—
ehicles, PHv
Undivided
edian type
0
0
RT Channelized?
0
1
0
Lanes
0
i
0
TR
LT
onfi uration
0
Upstream Si net
0
Southbound
Minor Street
Northbound
10
11
12
vl ovement
T
8
R
T
R
L
22
T
0
0
0
0
olume veh/h
0.90
0.90
0"90 0.�
0.90
0.90
eak-hour factor, PHF
0
0
Hour Flow Rate (veh/h)
24
0
66
Proportion of heavy
0
0
0
0
0
0
vehicles, PHv
0
Percent grade (°%)
0
N
Flared approach
N
0
0
Storage
0
RT Channelized?
0
0
p
0
1
0
0
onfi uration
LTR
ontrol Dela Queue Len
h level of Service
Southbound
pproach
E6
WB
Northbound
11 12
ovement
1
4
7 8
9
10
LarLanes
ne
LT
LTR
Volume, v (vph)
17
9O
Capacity, cm (vph)
905
387
/c ratio
0.02
0.23
ueue length (95°h)
0.06
0.89
Control Delay (s/veh)
9.1
17, i
LOS
A
G
pproach delay (s/veh)
—
—
17.1
r
LOS I
HCS2IX70"'
CopyngM 0 2D03 Univ°nity ofFlco d All RigMft Ra ad
V mion k W
Pagc 26 n ii a ronnF
i asc i vi i
rresz000"
Page 27 4/13/2001
rage 1 of I
IrCS2000� COPS'riBlu 07D03 Univmity of Fl°tidn, Nl Right+ R�
TWO-WAY STOP CONTROL SUMMARY
General Information
Site Information
na st
D. Thompson
M Peak Hour
ntersection
Overland and East Central
_
enc /Co.
Thompson Engineers, Inc.
urisdiction
CHD
Date Performed
4/13R?6
na sis Year
010 Total Traffic
Analysis
Project Description South Ridge
EastMest Street: Overland
orth/South Street: East Central Entrance
Intersection Orientation:
East-West
[StudyPeriod hrs
: 0.25
ehicle Volumes and Adjustments
Major Street
Eastbound
Westbound
ovement
1
2
3
4
5
6
L
T
R
L
T
R
olame veh/h
0
706
10
12
208
0
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
our Flow Rate Leh/h)
0
784
11
13
228
0
Proportion of heavy
ehicles, PHv
0
—
—
0
—
—
edian a
Undivided
RT Channelized?
0
0
Lanes
0
1
0
0
1
0
Confi uration
TR
LT
U stream Signal
0
0
Minor Street
Northbound
Southbound
ovement
7
8
9
10
11
12
L
T
R
L
T
R
olume veh/h
18
0
40
0
0
0
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
Hourly Flow Rate (veh/h)
20
0
44
0
0
0
Proportion of heavy
ehicles, PHv
0
0
0
0
0
0
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
RT Channefized?
O
O
Lanes
0
1
0
0
0
0
onfiuration
LTR
Control Dela queue Len
h Level of Service
pproach
EB
WB
Northbound
Southbound
ovement
1
4
7 8
9
10 11
12
Lane Configuration
LT
LTR
olume, v (vph)
13
64
apacity, cm (vph)
835
335
/c ratio
0.02
0.19
ueue length (95%)
0.05
0.69
ontrol Delay (s/veh)
9.4
18.3
LOS
A
C
pproach delay (s/veh)
—
—
18.3
pproach LOS
—
—
C
IrCS2000� COPS'riBlu 07D03 Univmity of Fl°tidn, Nl Right+ R�
Time Period
M Peak Hour
W Verei°n J.ld
rage i oz i
HCS2000r�'
Page 29 4/14/200(
Page 1 of 1
TWO-WAY STOP CONTROL. SUMMARY
rGeneral Information ISjte Information
na stD. Thom on
ntersection Overland and East Entrance
enc /Co.
Thompson Engineers Inc.
urisdiction
CHD
Date Performed
13x06
. sis Year
010 Total Traffic
na sis Time Period
ak
M Pef
0
Hourly Flow Rate veh/h)
0
813
1 15
1
72
tut)
u
Proportion of heavy
ehicles, PHv
0
_
_
0
—
—
edian type
Undivided
RT Channelized?
0
0
Lanes
0
1
0
0
1
0
Confiuration
TR
1
1
LT
Upstream Signal
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
Volume veh/h)
6
0
50
0
0
0
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
Hourly Flow Rate (veh/h)
6
0
55
0
0
0
Proportion of heavy
ehicles, PHv
0
0
0
0
0
0
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
RT Channelized?
0
0
Lanes
0
1
0
0
0
0
Configuration
LTR
Control Delay, Queue enqth,
Level of Service
Approach
EB
WB
Northbound
Southbound
Movement
1
4
7
8
9
10 11 12
Lane Configuration
LT
LTR
Volume, v (vph)
72
61
Capacity, c, (vph)
812
346
/c ratio
0.09
0.18
ueue length (95%)
0.29
0.63
Control Delay (s/veh)
9.9
17.6
LOS
VA
C
pproach delay (s/veh)
—
—
176
Approach LOS
—
—
C
IIC82000XM Coppight 0 2003 Univmity ofFlwi", All Ri8hte Rc cd Vmeion4.ld.
rage i or i
HC52000
Page 31 4/14/2006
Traffic Impact Study
It
Thompson Engineers South Ridge, Meridian
PM Peak Hour Calculations
Page 32
Page 1 of 1
TWO-WAY STOP CONTROL SUMMARY
General Information ISite Information
nal st
D. Thompson
2
Thom son En ineers Inc.
mna�sis
22/2005
eriod
PIA Peak Hour
Movement
1
2
1 3
4
5
0
R
L
T
R
L
T
R
olume veh/h)
0
173
5
135
433
0
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
Hourly Flow Rate (veh/h)
0
192
5
150
481
0
Proportion of heavy
ehlcles, PHV
0
—
0
0
—
—
Median type
Undivided
F lared approach
RT Channelized?
N
0
1
1
1 0
Lanes 1
0
1 1
1 0
1 0
1 1
1 0
I/CS20001 M Copyright 0 2003 Uniymity or Florida, NI Rights Reserved versi�
L
T
R
L
T
R
ofume veh/h
6
0
47
0
0
0
P eak-hour factor, PHF
0.90
0.90
0,90
0.90
0.90
0.90
H our Flow Rate veh/h
6
0
52
0
0
0
P roportion of heavy
ehicles, PHv
0
0
0
0
0
0
P ercent grade (%)
0
0
F lared approach
N
N
Storage
0
0
R T Channelized?
0
0
Lanes
0
0
0
0
0
0
onfiuration
LR
ontrol Dela Queue Len
h Level of Service
pproach
EB
WB
Northbound
Southbound
ovement
1
4
7
8
9
10
11 12
ane Configuration
LT
LR
ofume, v (vph)
150
58
apacity, cm (vph)
1368
683
/c ratio
0.11
0.08
ueue length (95%)
0.36
0.28
ouhul Delay (s/veh)
7.9
10,8
LOS
A
B
pproach delay (s/veh)
—
—
10-8
Approach LOS
—
—
B
I/CS20001 M Copyright 0 2003 Uniymity or Florida, NI Rights Reserved versi�
Page t of i
xcsz000TM "Pyngm m w. o ...��.....,..� ....._..— _
Page 34 n/tZ/')(V1R
rage t or i
frCS2000TM
Copyright O 2003 Univc ily of Florida, All Kighu K44 -a
Page 35 All "3Mnnr;
TWO-WAY STOP CONTROL SUMMAKY
eaeral Information
Site Information
Overland Road and Under
Analyst
. Thompson
ntersection
oad
__,
enc /Co;
Thom r1 son „En iq neers, Inc.
on
CHD
Date Performed
113106
na sis Year
010 Tote1 Traffic
Analysis Time Period
M Peak Hour
Proiect Descri tion South RI
orth/South Street:
Linder Road
East/West Street: Overfand
u Period film)'
0.25
intersection Orientatlon: East-West
Vehicle Volumes and Ad'ustments
Westbound
Major Street
Eastbound
4
5
6
Movement
L
T
R
L
T
R
0
386
1f
241
772
0
volume veh/h
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0.90
657
0.�0
Hourly Flow Rate (vehlh)
0
428
12
267
Proportion of heavy
0
_
_
0
—
vehicles, PHV
Undivided
MedianL. type
0
RT Channelized?
0
0
1
0
Lanes
0r==
0
LT
Confi urationTR
0
U tream Si nal
Southbound
Minor Street
Northbound
1L
11r
movement
7
8
R
T
L
10
T
0
142
0
0
Volume veh/h
Peak -hour factor, PHF
0.90
0.90
0-90
090
0"�0Hour
Flow Rate veh/h
11
0
i57
0Proportion
of heavy
0
0
0
0
0
vehicles, PHV
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
0
RT Channelized?
0
0
0
Lanes
0
0
0
0
onfiguration
LR
Control Delay, Queue Len
h Leve i of Service
Southbound
Approach
E13
WBI
Northbound
11 12
ovement
1
4
7 8
9
10
Lane Configuration
LT
LR
Volume, v (vph)
267
168
Capacity, cm (vph)
1131
402
1c ratio
0.24
a42
Queue length (95%)
0.92
2.02
Control Delay (sNeh)
9.2
20.2
LOS
A
C
pproach delay (sNeh)
—
—
20.2
Pp roach LOS
—
C
yr a °° a.K
frCS2000TM
Copyright O 2003 Univc ily of Florida, All Kighu K44 -a
Page 35 All "3Mnnr;
Page l of 1
Rights Reserved
NCS2oodM Copyright 02W3 University of MTidn, All Rights Rmz, ud Vorsion 4.Id
Version 4. Id
TWO-WAY STOP CONTROL SUMMARY
General Information
Site Information
nalyst
gency/Co.
Date Performed
nal sis Time Period
D. Thompson
Thompson Engineers, Inc.
4113106
PM Peak Hour
Intersection
Jurisdiction
Analysis Year
Overland Rd and Ten Mile Rd
ACHD
2005 Existing Trak
Project Description South Ridge
East/West Street: Overland
orth/South Street:
Ten Mile Road
Intersection Orientation: North-South
IStudy
Period hrs:
0.25
Vehicle Volumes and Adjustments
Major Street
Northbound
Southbound
ovement
1
2
3
4
5 1
6
L
T
R
L
T
R
glume
35
163
62
34
362
0
Peak -Hour Factor PHF
0.90
0.90
0,90
0.90
0.90
0.90
Hourly Flow Rate, HFR
0
181
68
37
402
0
Percent Heavy Vehicles
0
—
—
0
—
—
edian Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume
144
0
296
0
0
0
Peak -Hour Factor, PHF
0.90
0.90
0.90 0.90
0.90
0.90
Hour Flow Rate, HFR
160
0
328
0
0
0
Percent Heavy Vehicles
0
0
0
0
0
0
Percent Grade (%)
0
0
Flared Approach
N
N
torage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
o nfiguration
LR
D !ay, Queue Length, and Level of Service
pproach
NB
SB
Westbound
Eastbound
ovement
1
4
7 8
9
10 11
12
Lane Configuration
LT
LR
(ph)
37
488
(m) (vph)
1328
614
lc
0.03
0.79
5% queue length
0.09
7.78
Control Delay
7.8
29.7
LOS
A
D
Approach Delay
—
—
29.7
Approach LOS
—
—
D
Rights Reserved
NCS2oodM Copyright 02W3 University of MTidn, All Rights Rmz, ud Vorsion 4.Id
Version 4. Id
rage 1 01 1
NC'82000T"
Copyright 0 2003 Univmity or Honda, All Ri8hB R�-r -d
Page 37 4/110,006
TWO-WAY STOP CONTROL SUMMARY
General Information
Site Information
Overland Rd and Ten
Mile Rd
Analyst
D. Thompson
intersection
ACHD
Thompson Engineers, Inc.
n
Jurisdiction
2010 Back roundTrafiic
g
Performed
Date Performed
Date
4/13/06
Analysis Year
nal sis Time Period
PM Peak Hour
Pro"ect Descri tion South Ridge
orthlSouth Street:
Ten Mile Road
East/VVest Street: Overland
tud Period hrs:
0.25
Intersection Orientation: North-South
ehicle Volumes and Ad-ustments
southbound
Ma or Street
Northbound
4
5
6
ovement
1
2
3
R
L
T
R
L
35
T
189
72
156
420
0
olume
Peak -Hour Factor PHF
0.90
0.90
0,90
0.90
0.90
0.90
0
Hourly Flow Rate, HFR
0
210
80
173
466
—
Percent HeavyVehicles
0
—
—
0
—
Undivided
edian Type
0
RT Channelized
0
0
1
0
Lanes
0
f 1
0
TR
LT
onfi uration
0
U tream Si nal
0
Eastbound
Minor Street
Westhound
10
11
12
movement
7
8
9
R
L
T
R
Volume
L
167
T
0
344 _O
0.90
0.90
0
O.Otl
0
0.00
Peak -Hour Factor, PHF
0.90
0.90
Hourly Flow Rate, HFR
185
0
382
0
0
0
Percent Hea Vehicles
0
0
0
0
Percent Grade (%)
0
Flared Approach
N
N
Storage
0
0
0
RT Channelized
D
0
0
Lanes
0
0
0
0
configuration
LR
Dela , Queue Len th and Level of Service
Eastbound
Approach
NB
SB
Westbound
4
7 B
9
10 11
12
Movement
1
Lane Configuration
LT
(vph)
173
(m) (vph)
1283
1C
0.13
1$:
5% queue length
0.47
Control Delay
8.2
LOS
A
pproach Delay
—
—
193.6
pproach LOS
—
—
F
NC'82000T"
Copyright 0 2003 Univmity or Honda, All Ri8hB R�-r -d
Page 37 4/110,006
rage t of t
Rights Reserved
/IC82mem
Vmim4.ld
Copyright CO 2003 Uni'mity or F"da, NI Righty R.. tt Cd
Vcrsi°n 4. Id
Page 38 All I 1000
TWO-WAY STOP CONTROL SUMMARY
Genera{ Information
ISite Information
Overland Rd and Ten
Mile Rd
Analyst
D. Thompson
ntersection
ACHD
ency/Co.
Thompson Engineers, Inc.
urisdiction
natysis Year
2010 Total Trac
Date Performed
4/13/06
ime Period
PM Peak Hour
scri tion South R'Street:
street:
Ten Mile Roadn
OverlandOMVSouth
VintoerseefionOrientation:
North-South
tud Polumes
and Adjustments
Northbound
Southboundet
B
1
2
3
4
L
S
T
R
L
0
T
204
R
72
237
420
0
Volume
Peak -Hour Factor PHF
0.90
0.90
0.90
0.90
0.90
0.90
0
Hourly Flow Rate, HFR
0
226
80
263
466
Percent Hea Vehicles
0
-
-
0
edian T
Undmded
0
RT Channelized
0
1
0
Lanes
0
1
0
0
Confi uration
TR
LT
0
U stream Signal
0
Minor Street
Westbound
Eastbound
12
Movement
7
8
9
10
11
T
R
L
T
R
L
Volume
Peak -Hour Factor, PHF
177
0.90
0
0.90
394
0.90
0
0.90
0
O,gO
0
0.90
Hour Flow Rate, HFR
196
0
437
0
0
0
0
Percent Heavy Vehicles
0
0
0
0
0
Percent Grade (%)
0
0
Flared Approach
N
N
Storage
0
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
onfiguration
LR
Delay, Queue Length and Level of Service
Approach
NB
SB
Westbound
Eastbound
Movement
1
4
7 8
9
10 11
12
Lane Configuration
LT
LR
(vph)
263
633
(m) (vph)
1266
340
lc
0.21
1.86
5% queue length
0.78
42.24
Control Delay
8.6
425.0
LOS
A
F
[Approach Delay
-
-
425.0
pproach LOS
-
-
F
-
-
Rights Reserved
/IC82mem
Vmim4.ld
Copyright CO 2003 Uni'mity or F"da, NI Righty R.. tt Cd
Vcrsi°n 4. Id
Page 38 All I 1000
rage 1 or 1
ff=000"' Copyright 0 2003 Univas ity of Florida, All Rights RcaQved Version 4.ld
ALL -WAY STOP CONTROL ANALYSIS
al Information
Re Information
lco. [Thompson
rformed
Time Period
.Thom n
E i
g3p6
MPeak Hour
Inc.
ntersection
urisdiclion
a s'Is Yoar
OVWand and Ten Mile
CHD
010 Mti anon
D South Ridgest
1proach
Street: OveAand
orth/South Sheet:
TenMAe
e Adjustments and Site Characteristics
h
Eastbound
Wastbound
nt
LT
R
L
T
R
0
0
0
1770
394
Left Lane
50
50
h
Northbound
Southbound
ovomant
L
T
R
L
T
R
Volume
0
204
72
440
237
0
%ThTus Left Lane
50
50
Eastbound
Westbound
Northbound
Southbound
Lt
L2
L1
L2
Ll L2
Ll
1_2
nfigurationLR
TR
L
T
PH:
1.00
1,00
1.00
1.00
:low Rate
571
276
440
237
Heavy Vehicles
0
0
0
0
No. Lanes
0
1
1
2
eometry Group
1i
3;
5
Durafion, T
025
aturation Headway Adjustment Worksheet
Prop. Loft -Turns
0,3
0,0
1.0
0.0
P op. Right -Turns
0.7
0.3
0.0
0,0
Prop. Heavy Vehide
LT -ad)
0.2
0.2
0.2 0.2
0.5
0.5
RT-adj
-0.6
-0.6
-0.6 -0,6
-0.7
-0.7
HV-adj
1.7
1.7
1.7 1.7
1.7
1.7
adj, computed I
0.00
0.00
0.00
0,00
Departure Headway and Service Time
d, initial value
3.20
3.20
1 3.20
3.20
Initial
0.51
0.25
0.39
0.21
d, final value
0.00
0,00
0.00
0.00
final value
0.96
0.53
0.93
0,47
Move -up time, m
2.0
2.0
2.3
rvioo Tinto
Capacity and Level of Service
Eastbound
Westbound
Northbound
Southbound
Ll
L2
Ll
L2
Ll L2
Lt
1_2
apadty
592
506
473
487
Delay
52.30
17.66
52.39
15.77
Loa
F
C
F
C
proach: Delay
1
52.30
17.66
39.57
Los
F
C
E
Intersection Delay
40.37
Intersection LOS
E
ff=000"' Copyright 0 2003 Univas ity of Florida, All Rights RcaQved Version 4.ld
Page 1 of 1
Rights Reserved
IICS200dT
Vcmion 4. Id
Copyright (0 2003 Univcnity or Florida, NI Rights F—mod
Page 40
Vcraion 4. Id
TWO-WAY STOP CONTROL SUMMARY
General Information
ane
ite Information
North Linder Entrance
D. Thompson
ntersection
ACHD
enc /CO.
y
Thompson Engineers,
Inc.
Jurisdiction
2010 Total Trac
Date Performed
4193706
Analysis Year
nal sis Time Period
PM Peak Hour
Pro act Descri tion South RI
East/VJest Street: North Linder Entrance
orth/South Street:
Intersection Orientation:
North -.South
tud Period hrs :
0.25
ehicle Volumes and Ad"ustments
Ma or Street
Northbound
southbound
5
6
ovement
1
2 1
3
R
b
L
T
R
L
10
T
79
39
0
216
36
volume
Peak -Hour Factor, 1
0.90
0.90
0.90
0'90
0,90
0.90
40
Hourly Flow Rate, HFR
11
87
0
0
240
—
Percent Heav Vehicles
0
—
—
0
—
Undivided
edian Type
0
RT Channelized
0
0
1
0
Lanes
0
1
0
TR
onfi uration
IT
0
U stream Signal
0
Eastbound
Minor Street
Westbound
10
11
12
ovement
7
8
9
L
T
R
LT
R
Volume
Peak -Hour Factor, PHF
0
0.90
0
0.90
0
0.90
60
0.90
00.90
0.90 1
Hourly Flow Rate, HFR
0
0
0
66
0
0
1
0
Percent Heavy Vehicles
0
0
0
0
Percent Grade (°k)
0
0
Flared Approach
N
N
0
0
Storage
0
RT Channelized
VL
0
0
1
Lanes
0
0
0
1
R
Configuration
Delay, Queue Len th and Levet of Service
Eastbound
Approach
NB
SB
Westbound
1
4
7 8
9
10 11
12
Movement
L
R
Lane Configuration
LT
1
(vph)
11
66
630
784
C (m) (vph)
1294
0.10
0.00
/c
0.01
0.35
0.00
950 queue length
0.03
Control Delay
7.8
11.4
A
A
LOS
A
8
11.4
[Approach Delay
—
—
B
pproach LOS
Rights Reserved
IICS200dT
Vcmion 4. Id
Copyright (0 2003 Univcnity or Florida, NI Rights F—mod
Page 40
Vcraion 4. Id
page 1 of 1
Rights Reserved Vmsim 4.Id
11CS20001 M Cupynght 02003 Univcnity orFlutib, AN Rig6t+Rwmry d
Version 4.1d
Page 41 . n n innnc
TWO-WAY STOP CONTROL SUMMARY
site Information
General Information
North Limier
Analyst
D. Thompson
ntersection
ACHD
gency/Co.
Thompson Engineers,
Inc.
Jurisdiction
Year
2025 Total Traffic
Performed
4/13/06atysis
Analysis Time Period
PM Peak Hour
Project Descri tion South Ri
orth/South Street:
East/West Street: North Entrance
udy Period hrs :
0.25
Intersection Orientation:
North-South
Vehicle Volumes and Adjustments
Southbound
et
Major Street
Northbound
5
6
Movement
L
T
R
T
R
i7
104
0
0
251
34
Volume
Peak -Hour Factor PHF
0.90
0.900'p0
090
0.90
278
0.90
37
Hourly Flow Rate, HFR
18
115
0
av
Percent HeVehicles
0
—
—
Undivided
0
edian T e
0
RT Channelized
0
0
1
0
Lanes
0
1
0
TR
Configuration
LT
0
U tream Signal
0
Eastbound
Minor Street
Westbound
10
11
12
movement
7
8
9
R
L
T
R
L
0
T
0
0
65
0
15
olume
Peak -Hour Factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
16
Hour Flow Rate, HFR
0
0
0
72
0
0
0
Percent Heavy Vehicles
0
0
0
0
0
Percent Grade (%)
0
N
Flared Approach
N
0
0
Storage
0
RT Channelized
0
0
1
Lanes
0
0
0
R
Configuration
Dela Queue Len th, and Level of Service
Eastbound
Approach
NB
SB
Westbound
12
1
4
7 8
9
10 11
Movement
L
Ft
Lane Configuration
LT
72
1
6
(vph)
18
565
748
(m) (vph)
1257
0.13
0.02
/c
0.01
0.44
0.07
5% queue length
0.04
12.3
9.9
Control Delay
7.9
B
A
LOS
A
11,9
[Approach Delay
—
—
B
pproach LOS
Rights Reserved Vmsim 4.Id
11CS20001 M Cupynght 02003 Univcnity orFlutib, AN Rig6t+Rwmry d
Version 4.1d
Page 41 . n n innnc
rage t of t
TWO-WAY STOP CONTROL SUMMARY
General Information ite Information
Analyst D. Thompson ntersection
gencyiCo. Thompson Engineers, Inc. urisdiction
Date Performed 4/13/06 nalysis Year
nal sis Time Period PM Peak Hour
Pro'ect Des cri tion South R'Ile
East/West Street: South Linder Entrance Entrancetud� Period (h Street.South 0.5
Intersection Orientation: North-South
South Limier Entrance
ACHD
P010 Total Traffic
Vehicle Volumes and Ad'ustments
Southbound
Major Street
Northbound
4
5
6
Movement
1
T
T
R
R
L
L183
10
78
0
0
48
Volume
Peak -Hour Factor PHF
0.90
0.90
0.90
0'�
0.90
203
0.90
53
Hourly Flow Rate, HFR
11
87
0
Percent Heavy Vehicles
0
—
—
Undivided
0
edian T pe
0
RT Channelized
0
0
1
0
0
1
0
TR
i uration
LT0ream
k,ans
Si nal
0
Street
Westboundr
9
10
11
12
ovement
7
8
R
L
T
R
L
0
T
0
0
30
0
14
Volume
Peak -Hour Factor, PHF
0.90
0.90
0.90
0.90
0.090
0.50
Hour Flow Rate, HFR
0
0
0
33
0
0
Percent Hea Vehicles
0
0
0
0
0
Percent Grade
0
N
Flared Approach
N
0
Storage
0
0
RT channelized
0
0
0
Lanes
0
0
0
0
LR
onfiguration
Delay, Queue Len th and Level of Service
Eastbound
pproach
NB
SB
Westbound
12
Movement
1
4
7 8
9
10
11
[.R
Lane Configuration
LT
48
(vph)
11
698
(M) (Vph)
1321
0.07
Ic
0.01
0.22
95% queue length
0.03
i0.5
Control Delay.
7.7
B
LOS
A
10.5
pproach Delay
—
—
B
pproach LOS
—
Rights Reserved Vo,xian 4.1d
//CS2000rM Copyright @ 20t131)nivmity of (Mridn, All Righty Raarvcd
Version 4. Id
Page 42 n n z ronnC
rage i or i
Rights Reserved Vasian 4.1d
HCS2000TM Copynghl (0 2003 Univm�ity Offlmida, AR RiglrL+ Rncrvcd
Ve im 4.1d
pagc 43 4/13/2006
Page 1 of t
Rights Reserved
11C:S2000TM
Version 4. rd
<bpy`ight co 2o03 nnivc ity of Rbrida, All RighL, R—cd
Vmion 4.Id
Page 44 . J, o innnc
TWO-WAY STOP CONTROL SUMMARY
General InformationSite
Information
Ten Mile Road Entrance
Analyst
D. Thompson
Intersection
ACRD
Agency/Co.
Thompson Engineers, Inc.
Jurisdiction
p0f0 Total Traffic
Date Performed
4113/06
Analysis Year
Analysis Time Period
PM Peak Hour.
Project Descri tion South Ridge
North/South Street:
Ten Mile
East/West Street: Entrance
ud Period hrs :
0.25
Intersection Orientation:
North-South
Vehicle Volumes and Adjustments
southbound
Major Street
Northbound
6
Movement.
L
T
R
L
Q
T
276
R
24
20
617
Q
Volume
Peak -Hour Factor PHF
0.90
0.90
0.90
0.90
0.90
685
0.90
0
Hourly Flow Rate, HFR
0
906
26
22
—
Percent Heavv Vehicles
0
—
—
0
_
Undivided
edian T
0
RT Channelized
0
1
1
p
Lanes
0
1
TR
1
L
T
Confi uraticn
0
U stream Si nal
0
Minor Street
Westbound
—E
10
-s
11
12
Movement
7
8
g
T
R
L
T
R
L
olume
Peak -Hour Factor PHF
10
0.90
0
0.90
15
0.90
0
0.0
0
0.00
0
0090
Hour Flow Rate, HFR
11
0
16
Q
0
Heavy Percent Vehicles
0
0
0
0
Percent Grade (%)
0
0
Flared Approach
N
N
0
0
Storage
0
RT Channelized
0
0
0
Lanes
1
Q
1
0
Confi uration
L
R
Delay,Queue Len th, and Level of Service
Eastbound
Approach
NB
58
Westbound
1
4
7 8
9
10 11
12
Movement
Lane Configuration
L
L
R
(vph)
22
11
16
(m)(vph)
1239
254
739
lc
0.02
0.04
0.02
5% queue length
0.05
0.14
0.07
Control Delay
8.0
19.8
10.0
LOS
A
C
A
Approach Delay
—
—
14.0
Approach LOS
—
B
Rights Reserved
11C:S2000TM
Version 4. rd
<bpy`ight co 2o03 nnivc ity of Rbrida, All RighL, R—cd
Vmion 4.Id
Page 44 . J, o innnc
Yage 1 of 1
Rights Reserved Vcoinn 4. 1,
HCS200e�` Copyright (9 2003 Univcmiry of f bride, NI Righb Rcscrv�d
V,"ion 4.1d
Page 45 A11119ON
rage r
TWO-WAY STOP CONTROL SUMMARY
1r.:e:n:e_raIInf ormation ite Information
nal st
aourn
- -
D. Thompson
Agency/C7
Thompson En ineers, Inc.
Date Performed
713/06
Anatysis Time Period
EM Peak Hour
aourn
- -
L
T
R
L
rc
Volume veh/h)
0
263
25
85
0.90
558
0.90
0
0.90
Peak -hour factor, PHF
0.90
0.90
0.90
0
Hourly Flow Rate veh/h)
0
292
27
94
620
Proportion of heavy
0
—
—
0
—
—
ehicles, PFfv
Undivided
Median type
0
RT Channelized?
0
0
Lanes
0
1
0
0
1
Configuration
TR
LT
UpstreamSi nal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
volume veh/h)
15
0.90
0
0.90
150
0.90
0
0.90
0
0.90
0
0.90
Peak -hour factor, PHF
0
Hourly Flow Rate (veh/h)
16
0
55
0
0
Proportion of heavy
0
0
0
0
0
0
vehicles, PHv
Percent grade (%}
0
0
Flared approach
N
N
Storage
0
0
RT Channelized?
0
0
Lanes 1
0
1
0
0
0
0
onfiuration
LTR
Control Delay, Queue Length.
Level of
Service
Approach
Fg
WB
Northbound
Southbound
movement
1
4
7
a
9
10
11 12
Lane Configuration
LT
LTR
Volume, v (vph)
94
71
Capacity, cm (vph)
1252
477
/c ratio
0.08
0.15
Queue length (95%)
0.24
1 0.52
Control Delay (s/veh)
8.1
13.9
LOS
A
B
[Approach delay (s/veh)
—
—
13.9
pproach LOS
—
—
B
V_;- e.1,
1=2000TM tgpyne°r
Page 46 ,
rage i ui i
»csznoaM
Page 47 4/13/200(
page 1 oY 1
tics2006'
Page 48 4/14/200
rage I of t
HCS2lA9GTM
,.,.i�rrr��,, .,. ....... ...... ....... _
Page 49 4/14/200
rage i or i
HCS1G70TM
.......,
Page 50 4/14/200
r agc i ui i
rtcszaao
Page 51 4/14/200(
rage i or r
TWO-WAY STOP CONTROL SUMMARY
l�.... i.vnl Inf�rMnLinr�
IQ;*A Infnrmni•inn
Analyst
D. Thompson
ntersection
Overland and East Central
A,gency/Co.
Thompson Engineers, Inc.
urisdiction
ACHD
Date Performed
4113106
nat sis Year
2010 Total Traffic
Analysis Time Period
PM Peak Hour
Hourl Flow Rate veh/h
0
Volume veh/h)
0
1 307
1 15
A 50
ti6z
u
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
Hourl Flow Rate veh/h
0
341
16
55
757
0
Proportion of heavy
ehicles, PKV
0
—
—
0
—
—
edian type
0
0
0
Undivided
0
0
RT Channelized?
0
0
1
P grade (%)
0
I_anas
0
1
1 0
1 0
1
0
HCS2000T" Copyright 97 2003 Uni m. ity of Florida, All Righu Ra d Vmiam 4. Id
Page 52 _ ,_ _ ,_ _ _
L
T
R
L
T
R
Volume veh/h)
8
0
30
0
0
0
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0.90
0.90
Hourly Flow Rate (veh/h)
a
0
33
0
0
0
Proportion of heavy
ehicles, PHv
0
0
0
0
0
0
P grade (%)
0
0
Fercent
lared approach
N
N
Storage
0
0
RT Channelized?
0
0
Lanes
0
1
0
0
0
0
onfi uration
LTR
Control Dela Queue Len
th Level of Service
pproach
EB
WB
Northbound
Southbound
ovement
1
4
7
a
9
10
11 12
Lane Configuration
LT
LTR
olume, v (vph)
55
41
apacity, cm (vph)
1213
462
/c ratio
0.05
0.09
ueue length (95%)
0.14
0.29
Control Delay (s/veh)
8.1
13.5
-OS
A
8
pproach delay (s/veh)
—
—
13.5
pproach LOS
—
—
8
HCS2000T" Copyright 97 2003 Uni m. ity of Florida, All Righu Ra d Vmiam 4. Id
Page 52 _ ,_ _ ,_ _ _
rage i vi i
TWO-WAY STOP CONTROL SUMMARY
C.ans3ml Infnrmafinn Site Infnrmatinn
st P. Thom son
ntersection Overland and East Central
/Co. Thom son En ineers Inc
urisdiction CHD
Performed i 13/06
E
nal sis Year 025 Total Trakis
Time Period PM Peak Hour
South
a'or Street
Eastbound
Westbound
ovement
1
2
3
4
5
6
L
T
R
L
T
R
olume veh/h
0
235
30
30
383
0
eak-hour factor, PHF
[Hourly
0.90
0.90
0,90
0.90
0.90
0.90
Flow Rate yeh/h
0
261
33
33
425
0
roportion of heavy
hicles, PHv
0
—
0
—
—
Median type
Undivided
RT Channelized?
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
olume veh/h)
20
0
15
0
0
0
Peak -hour factor, PHF
0.90
0.90
0.90
0.90
0,90
0.90
Hourly Flow Rate (veh/h)
22
0
16
0
0
0
Proportion of heavy
ehicles, PHv
0
0
0
0
0
0
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
RT Channelized?
0
0
Lanes
0
1
0
0
0
0
Confi uration
LTR
ontrol Delay, Queue Length,
Level of Service
%pproach
EB
WB
Northbound
Southbound
ovement
1
4
7
8
9
10 11 12
Lane Configuration
LT
LTR
plume, v (vph)
33
38
Capacity, cm (vph)
1279
465
/c ratio
0.03
0.08
ueue length (95%)
0.08
0,27
Control Delay (s/veh)
7.9
13.4
LOS
A
B
Approach delay (s/veh)
—
—
13.4
Approach LOS
—
—
B
IIC8100eT ' Copyright 0 2003 Univc ky of Fbrida, All Rights R=c od Vmw" 4.Id
Page 53
A 11 A JnnAe
rage 1 01 1
I TWO-WAY STOP CONTROL SUMMARY
Gyral information Siff Infnrmafinn
na st Thompson
Intersection Overland and East Entrance
enc /Co. Thompson Engineers, Inc.
;4M
Jurisdiction CHD
Date Performed 13/06
_
Analysis Year 010 Total Traffic
na sis Time Period Peak Hour
22
"OaK-nourtactor, rHr
U. Yu 1 0.90
1 0.90
1 0.90 1 0.90
1 0.90
'icurly Flow Rate vehih
0 352
22
88 780
0
Proportion of heavy
ehicles, PHv
0—
Southbound
Median type
Movement
7
Undivided
9
RT Channelized?
10
0
12
0
Lanes
0 1
D
1 0 1 1
1 0
Lstream 51 nal
0
0
Minor Street
Northbound
Southbound
Movement
7
8
9
10
11
12
L
T
R
L
T
ft
olume veh/h
30
0
80
0
0
0
P eak-hour factor, PHF
0.9D
0.90
0.90
0.90
0.90 0.90
H ourty Flow Rate (veh/h)
33
0
88
0
0
0
P roportion of heavy
ehicles, PHv
0
0
0
0
0
0
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
RT Channelized?
0
0
Lanes
0
1
0
0
0
0
Configuration
LTR
Control Delay, Queue Len
th Level of Service
pproach
EB
WB
Northbound
Southbound
ovement
1
4
7
8
9
10 11
12
Lane Configuration
LT
LTR
Volume, v (vph)
86
121
Capacity, cm (vph)
1196
364
/c ratio
0.07
0.33
Queue length (95%)
0.24
1.43
Control Delay (sNeh)
8.2
19,7
LOS
A
C
pproach delay (s/veh)
—
—
19.7
pproach LOS
—
_
C
HCS200p"^
Copyright O 2003 LJnivMity offlc ida, All Rights Rmmv°d
Vcrsimr 4.14
Page 54
411 4/7006
i agc i VA I
HCS2000' °' Copyright W 2003 llnivmiily of Flnridn, All Right, Rc m d Vmion 4.Id
Page 55
4/14/2006
TWO-WAY STOP CONTROL SUMMARY
General Information
Site Information
nalst
D. Thom sone
Overland andEastEntrance
enc /Co.
Thom son En,igneers, Inc.
c6on
CHD
ate Performed
13/06
Rnterrection
s Year
2025 Total Tralflc
na sis Time Period
PM Peak Hour
Project Description South Ridge
EastMest Street: Ovetiand
North/South Street: East Entrance
Intersection Orientation:
East-West
tud Period hrs : 0.25
ehicle Volumes and Adjustments
Ma"or Street
Eastbound
Westbound
Movement
1 2
3 4
5
6
L T
R L
T
R
plume veh/h
0 190
60 68
343
0
Peak -hour factor, PHF
0.90 0.90
p.90 0.90
0.90
0.90
Hourly Flow Rate veh/h)
0 211
66 75
381
0
Proportion of heavy
ehicles, PHv
0 —
— 0
—
—
Median type
Undivided
RT Channelized?
0
0
Lanes
0 10
A
0
1
0
Confiuration
TR LT
U stream Si nal
0
0
Minor Street I
Northbound
Southbound
ovement
7 8
9 14
11
12
L T
R L
T
R
plume veh/h)
70 0
75 0
0
0
Peak -hour factor, PHF
0.90 0.90
0.90 0.90
0.90
0.90
Hourly Flow Rate (veh/h)
77 0
83 0
0
0
Proportion of heavy
ehicles, PHv
0 0
0 0
0
0
Percent grade (%)
0
0
Flared approach
N
N
Storage
0
0
RT Channelized?
0
0
Lanes
0 1
0 0
0
0
onfiuration
LTR
Control Dela Queue Len
th Level of Service
pproach
EB WB
Northbound
Southbound
Movement
1 4
7 8 9
10
11
12
Lane Configuration
LT
LTR
olume, v (vph)
75
160
Capacity, cm (vph)
1298
492
/c ratio
0.06
0.33
ueue length (95%)
0.18
1,40
Control Delay (s/veh)
7.9
15.8
LOS
A
C
pproach delay (s/veh)
— —
15.8
pproach LOS
_ _
C
HCS2000' °' Copyright W 2003 llnivmiily of Flnridn, All Right, Rc m d Vmion 4.Id
Page 55
4/14/2006