HomeMy WebLinkAbout20022180.tiff LSC TRANSPORTATION CONSULTANTS, INC.
1889 York Street
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Denver, CO 80206
(303) 333-1105
FAX (303) 333-1107
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TRANSPORTATION Web Site: http://www.lscden.com
CONSULTANTS, INC.
May 11, 2001
EXHIBIT
Mr. Tug Martin
Banks 8s Gesso, LLC
720 Kipling Street, Suite 117
Lakewood, CO 80215
Re: Nix Property Gravel Mine
Weld County, Colorado
(LSC # 010550)
Dear Mr. Martin:
We are pleased to submit our report of the traffic impacts of the proposed Nix Property Gravel
Mine in Weld County, Colorado. This study first provides a summary of existing traffic
conditions in the vicinity of the proposed site. It then provides estimates of the amount and
directional distribution of traffic that will be generated by the proposed operation as well as
estimates of existing plus project-generated traffic volumes on the surrounding road system.
In light of the 20-year life of the operation, estimates of Year 2021 background and total traffic
are also provided. Finally, the impacts of the project's generated traffic are evaluated and
recommendations are made regarding roadway improvements. This site is within the juris-
diction of Weld County, Colorado and this report has been prepared in accordance with its
requirements. The remainder of this report presents our findings concerning the traffic
impacts of the proposed development.
Site Location and Proposed Use
The site is located about ten miles east of the City of Longmont and five miles northeast of the
Town of Firestone, Colorado, north of Weld County Road (WCR) 28 and west of WCR 19. All
access is planned at a single access point onto WCR 28 about one-half mile west of WCR 19.
The proposed use for the site is gravel mining.
Existing Roadway Characteristics
Figure 1, enclosed, illustrates the site location relative to the nearby roadway system. Figure 2
illustrates the existing lane geometry and traffic control at the intersections of State Highway
(SH) 66/WCR 19 and WCR 28/WCR 19.
SH 66 is currently a two-lane roadway with east/west continuity through Weld County.
According to the Colorado State Highway Access Code, SH 66 is classified as a rural arterial
(RA) and is posted with a 65 mph speed limit. WCR 19 is a paved, two-lane, north/south
2002-2180
Mr. Tug Martin Page 2 May 11, 2001
county road with continuity between 168th Avenue on the south and WCR 34 on the north.
WCR 28 is an unpaved east/west county road with continuity between WCR 35 on the east
and WCR 17 on the west. All intersections in the study area are north/south Stop controlled
except for the intersection of WCR 28/WCR 19 which operates under east/west Stop control.
Existing Traffic
Figure 3 illustrates existing peak-hour intersection turning movement traffic volumes in the
vicinity of the proposed Nix Property Gravel Mine at the intersections of SH 66/WCR 19 and
WCR 28/WCR 19. These volumes are based on counts conducted by CounterMeasures, Inc.
in April 2001. Heavy vehicles were also surveyed during the counts and the resulting truck
percentages for each movement were used in the capacity analyses. Printouts of all count data
are enclosed.
Year 2005 and 2021 Background Traffic
In 1999, a study performed by Felsburg, Holt, and Ullevig (FHU) contained future daily traffic
projections for area roadways in the Year 2020. In light of the expected life of the Nix Property
Gravel Mine, growth factors for area roadways were extrapolated from the FHU study in order
to project future background traffic volumes for the Year 2021. The resulting factors are as
follows: 1.82 for SH 66 (based on an annual growth rate of 1.03), and 2.67 for WCR 28 (based
on an annual growth rate of 1.05). Growth rates for WCR 19 were assumed to be the same as
SH 66 due to the fact that Year 2020 volumes projected by FHU were less than present day
volumes. Year 2005 background traffic volumes were also determined because this is the year
in which the Nix Property Gravel Mine is expected to be at full operation. The growth factors
used to determine Year 2005 background traffic were 1.13 for SH 66 and WCR 19, and 1.22
for WCR 19. These growth factors were applied to the existing turning movement volumes to
calculate Year 2005 and Year 2021 background volumes. The resulting Year 2005 and Year
2021 background traffic volumes are illustrated in Figures 4 and 5,respectively. Heavy vehicle
volumes are also shown. These background traffic volumes are the future traffic volumes on
the area roadways without the expected traffic generated by the site and form the basis for
evaluating the impacts that traffic generated by the proposed Nix Property Gravel Mine will
have on the surrounding roadway system.
Estimated Traffic Generation
Based on information supplied by the applicant, the following peak daily traffic generation
activities are projected:
• Haul Trucks 160 one-way trips;
• Light Vehicles: 30 one-way trips.
Further breakdown of morning and evening peak-hour trip activity was based on trip
distributions at a similar site operated by L.G. Everist, Inc. and Andersite Rock Company. The
resulting trips generated are shown in Table 1.
Mr. Tug Martin Page 3 May 11, 2001
As indicated in Table 1, Nix Property Gravel Mine is projected to generate a total of 190 vehicle-
trips, or 95 vehicles entering and 95 vehicles exiting the site during a 24-hour week day. Of
these, 23 would enter and 11 would exit in the morning peak, while five would enter and 17
would exit in the evening peak. Of the morning entering and evening exiting vehicles, about
16 are projected to be heavy vehicles while all of the morning exiting and evening entering
vehicles are projected to be heavy vehicles.
Estimated Traffic Distribution and Assignment
Based on estimates from the applicant, about 75 percent of the traffic generated by the Nix
Property Gravel Mine would be oriented to and from the south on WCR 19,with the remaining
25 percent oriented to and from the north on WCR 19. Further breakdown of the traffic
distribution is illustrated on Figure 6. Application of these percentages to the peak-hour
generation estimates of Table 1 yields the intersection traffic assignments shown on Figure 7.
The resulting heavy vehicle volumes are also shown.
Finally, Figures 8 and 9 illustrate Year 2005 and 2021 total traffic volumes which are the
combination of background (Figures 4 and 5) and project-generated (Figure 7) traffic. Again,
heavy vehicle volumes are indicated for affected movements.
Capacity Analyses
In order to assess the impacts of the proposed Nix Property Gravel Mine, related capacity
analyses have been performed which compare existing and future background traffic operating
conditions (Figures 4 and 5) with those reflecting the addition of project-generated traffic
(Figures 8 and 9). The methodology used is that presented in the 2000 edition of the nationally
accepted Highway Capacity Manual published by the Transportation Research Board of the
National Academy of Sciences. The concept of Level of Service (LOS) is used as a basis for
computing combinations of roadway operating conditions. By definition, six different Levels
of Service are used (A, B, C, D, E, and F) with "A" being a relatively free-flow condition and "E"
representing the "capacity" of a given intersection or traffic movement.
Table 2 summarizes the results of our Level of Service (LOS) analyses. Computer printouts
containing output from the Synchro 5.0 software are enclosed.
A. 2005 Traffic Impacts
Year 2005 is when the Nix Property Gravel Mine is expected to be at full operation. In the
Year 2005 traffic scenario, the SH 66 intersection with WCR 19 is expected to operate at
an excellent Level of Service "A" for both the morning and evening peak-hours, with or
without site-generated traffic. The northbound and southbound approaches are expected
to operate at Level of Service "C" or better.
The intersection of WCR 28/WCR 19 is expected to operate at an excellent Level of Service
"A" in both the morning and evening peak-hours, with or without site-generated traffic.
In addition, all approaches are expected to operate at Level of Service "B" of better.
Mr. Tug Martin Page 4 May 11, 2001
The site access onto WCR 28, to be built as part of the Nix Property Gravel Mine develop-
ment, is expected to operate at an excellent Level of Service "A" for both the morning and
evening peak-hours.
B. 2021 Traffic Impacts
Under the Year 2021 traffic scenario, the SH 66/WCR 19 intersection is expected to
continue operating at an excellent Level of Service "A" during both the morning and
evening peak periods, with or without the addition of site-generated traffic. However, the
northbound and southbound approaches are expected to experience significant delays
(exceeding 50 seconds per vehicle)with the existing northbound/southbound Stop control
configuration. Traffic volumes on these approaches will still be relatively low and MUTCD
signal warrants are not expected to be met by the Year 2021.
The intersection of WCR 28/WCR 19 is expected to operate at an excellent Level of Service
"A" in both the morning and evening peak hours, with or without site-generated traffic.
In addition, all approaches are expected to operate at Level of Service "B" of better.
The site access onto WCR 26 is expected to operate at an excellent Level of Service"A" for
both the morning and evening peak-hours.
Average Daily Traffic Impacts
Figure 10 shows the average daily impacts due to the project-generated traffic including the
daily number of heavy vehicles generated by the proposed Nix Property Gravel Mine. The
average daily impacts are minimal, indicating that by Year 2021, it is estimated that project-
generated traffic will be accountable for less than 56 percent of the daily traffic on WCR 28,
less than five percent of the daily traffic on WCR 19, and less than one percent of the daily
traffic on SH 66.
Truck Impacts on Pavement Condition
The destructive effect of repeated wheel loads is the major factor which contributes to the
deterioration of roadway pavements. Since both the magnitude of the load and the number
of repetitions are important, provision is made in pavement design procedures to allow for the
effects of the number and weight of all axle loads expected during the design period. CDOT
uses pavement design procedures which convert traffic data to 18 Kip equivalent single-axle
load applications (18K ESAL). Eighteen Kip or 18,000 lbs is the maximum legal load allowed
on a single axle. CDOT uses the following load equivalency factors for flexible pavement design:
1. passenger vehicle: 0.003
2. single-unit trucks: 0.249
3. combination trucks: 1.087
The latter category includes the tractor trailer combinations that would be hauling materials
to and from the Nix Property Gravel Mine.
Mr. Tug Martin Page 5 May 11, 2001
Eighteen Kip ESAL's have been calculated for the Nix Property Gravel Mine on WCR 28, and
WCR 19 using the CDOT load equivalency factors and assumptions regarding the breakdown
of traffic into the various vehicle classifications. Based on these assumptions, the Nix Property
Gravel Mine will generate about 456,780 ESALs over the life of the project. On WCR 26 west
of the site access, the total number of ESALs will be about 466,710 while the total number of
ESALs on WCR 19 south of WCR 28 will be about 576,860. In addition, WCR 19 north of
WCR 28 will have a total number of ESALs of 346,070. As a result, over the life of the project
the traffic generated by the Nix Property Gravel Mine will account for approximately 98 percent
of the total number of ESALs on WCR 28 from its intersection with WCR 19 to the entrance
to the Nix Property Gravel Mine. Additionally, the traffic generated by the Nix Property Gravel
Mine will account for approximately 60 percent of the total number of ESALs on WCR 19 south
of WCR 28 and about 33 percent of the total number of ESALs on WCR 19 north of WCR 28.
The results of the ESAL analyses are contained in Tables 3, 4, and 5.
Access Recommendations
At the intersection of WCR 28 and WCR 19 it is recommended that a northbound left-turn
deceleration lane be constructed in conjunction with the start of operations at the Nix Property
Gravel Mine. The Colorado State Highway Access Code sets forth recommended deceleration
lane and taper lengths based on the speed and classification of the roadway while the storage
length is based on the number of vehicles using the turn lane. Based on these requirements,
the following recommendations are made regarding the intersection of WCR 28/WCR 19:
1. Based on the Year 2021 total traffic volumes that will use the northbound left-turn
deceleration lane at the intersection of WCR 28/WCR 19, the lengths required by the
Colorado State Highway Access Code standards are 50 feet for the storage length and
500 feet for the deceleration lane which includes a 180-foot taper.
Conclusions
Based upon the foregoing analyses, the following conclusions can be made concerning the
traffic impacts of the proposed Nix Property Gravel Mine:
1. The Nix Property Gravel Mine is expected to generate a total of 160 heavy vehicle-
trips and 30 passenger vehicle/pickup trips on an average work day. During the
morning peak-hour, about 23 entering and 11 exiting vehicles (11 entering and 11
exiting heavy vehicles) will be generated while during the evening peak-hour five
entering and 17 exiting vehicles (five entering and five exiting heavy vehicles) will be
generated.
2. About 75 percent of the traffic generated by the Nix Property Gravel Mine would be
oriented to and from the south on WCR 19 while the remaining 25 percent would be
oriented to and from the north on WCR 19.
3. The intersection of WCR 28/WCR 19 is expected to operate at LOS "A" with or
without the addition of project-generated traffic during the morning and evening
peak periods through the Year 2021. The intersection of WCR 28/Site Access is also
Mr. Tug Martin Page 6 May 11, 2001
expected to operate at an excellent Level of Service "A" during both the morning and
evening peak periods through the Year 2021.
4. Over the life of the project, the traffic generated by the Nix Property Gravel Mine will
account for approximately 98 percent of the total number of ESALs on WCR 26 from
its intersection with WCR 19 to the entrance of the Nix Property Gravel Mine.
5 The intersection of WCR 28 and WCR 19 should be improved to include a north-
bound left-turn deceleration lane. Based on the Year 2021 total traffic volumes that
will use the northbound left-turn deceleration lane at the intersection of WCR 28/
WCR 19, the lengths required by the Colorado State Highway Access Code standards
are 50 feet for the storage length and 500 feet for the deceleration lane which
includes a 180-foot taper.
6. The traffic impacts of the Nix Property Gravel Mine can be accommodated by the
existing roadway system with the improvements recommended herein.
We trust that this information will assist you with further planning for the proposed develop-
ment of the Nix Property Gravel Mine. Please call if we can be of further assistance.
Respectfully submitted,
LSC Transportation Consultants, Irteeaf
By:
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Alex J. Ark iello, P.E. Ea 149ffi o
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Enclosures: Tables 1-5
Figures 1-10
Traffic Counts
L.G. Everist, Inc. and Andersite Rock Company Trip Distribution Graph
Capacity Analyses
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Site Code : 00000002 PAGE: 1
I/S STREET: CR-19 PILE: CR19CR28
8/11 STREET: CR-28
Movesents by: Vehicles DATE: 5/01/01
Tise Pros Rorth From East Prom South Fros Vest Vehicle
Begin RT TARO LT RT TARO LT RT THRO LT HT THRO LT Total
6:30 0 10 0 0 1 0 0 0 0 0 1 0 12
6:45 0 9 1 0 1 1 1 8 0 1 0 0 22
HR TOTAL 0 19 1 0 2 1 1 8 0 1 1 0 34
7:00 AM 0 8 0 0 0 0 0 5 0 0 0 1 14
7:15 0 9 0 0 0 1 1 11 0 0 0 0 22
1:30 0 6 0 0 0 0 0 5 0 0 0 0 11
7:45 0 9 0 0 0 0 0 4 0 0 0 0 13
HR TOTAL 0 32 0 0 0 1 1 25 0 0 0 1 60
8:00 AM 0 2 0 0 0 0 0 9 0 0 0 0 11
8:15 0 7 0 0 0 0 0 3 0 0 0 0 10
Break
4:00 PM 0 5 0 0 0 0 1 9 0 0 0 1 16
4:15 0 4 0 0 0 0 0 9 1 0 0 2 16
4:30 0 3 0 3 1 0 2 13 0 0 0 0 22
4:45 0 2 0 1 0 0 0 20 0 0 0 2 25
RR TOTAL 0 14 0 4 1 0 3 51 1 0 0 5 79
FPM 0 4 0 1 1 0 0 9 0 0 0 0 15
5.., 1 4 0 0 0 0 1 19 0 0 1 0 26
5:30 0 8 1 1 0 1 2 12 0 0 1 0 26
5:45 0 4 0 0 0 1 1 6 0 0 0 0 12
RR TOTAL 1 20 1 2 1 2 4 46 0 0 2 0 79
DAY TOTAL 1 94 2 6 4 4 9 142 1 1 3 6 273
r"`
Counter Measures
Site Code : 00000002 PAGE: 1
I/S STREET: CR-19 FILE: CR19CR28
8/11 STREET: CI-28
,.—, : Movements by: LT TRUCK DATE: 5/01/01
Tile Fros Mirth Pros East From South From West Vehicle
Begin RT TARO LT RT THU L! RT THU LT RT TORO LT Total
6:30 0 10 0 0 0 0 0 1 1 0 0 0 12
6:45 1 12 0 0 0 1 0 3 0 0 0 0 17
HR TOTAL 1 22 0 0 0 1 0 4 1 0 0 0 29
7:00 AM 0 5 2 0 0 0 2 5 0 0 0 0 14
7:15 0 4 0 0 0 1 0 8 0 0 0 0 13
7:30 0 7 1 4 0 0 2 5 0 0 0 0 19
7:45 0 5 0 0 0 1 0 6 0 0 0 0 12
HR TOTAL 0 21 3 4 0 2 4 24 0 0 0 0 58
8:00 AM 0 2 1 0 0 0 0 4 0 0 0 0 7
8:15 0 5 0 2 0 1 0 9 0 0 0 0 17
Break
4:00 PM 0 5 1 0 0 0 0 9 0 0 1 3 19
4:15 0 3 0 1 0 1 2 3 0 0 0 0 10
4:30 0 2 0 2 0 0 0 7 0 0 0 0 11
4:45 0 3 1 0 0 0 1 8 0 0 0 1 14
RR TOTAL 0 13 2 3 0 1 3 27 0 0 1 4 54
5e--'?M 0 2 0 1 0 0 1 14 0 1 0 0 19
5:., 0 3 0 0 1 0 1 11 0 0 0 0 16
5:30 0 9 1 1 0 0 0 5 0 0 1 1 18
5:45 0 5 0 0 0 2 0 6 0 0 0 0 13
AR TOTAL 0 19 1 2 1 2 2 36 0 1 1 1 66
DAY TOTAL 1 82 7 11 1 7 9 104 1 1 2 5 231
—.
Counter Measures
Site Code : PAGE: 1
I/S STREET: CR-19 FILE: NENTRCN
Eli STREET: CR-28
Movements by: HIV TRUCK DATE: 5/01/01
Time From North From East From South From West Vehicle
Begin RT THRO LT RT TARO LT RT TARO LT RT TARO LT Total
6:30 0 0 0 0 0 0 0 2 0 0 0 0 2
6:45 0 2 0 0 0 0 0 1 0 0 0 0 3
HR TOTAL 0 2 0 0 0 0 0 3 0 0 0 0 5
7:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 2
7:15 0 3 0 0 0 0 0 2 0 0 0 0 5
7:30 0 1 0 0 1 0 1 0 0 0 0 0 3
7:45 0 0 0 0 0 1 0 2 0 0 0 1 4
HR TOTAL 0 4 0 0 1 1 1 6 0 0 0 1 14
8:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 1
8:15 0 2 0 0 0 0 0 0 0 0 0 0 2
Break
4:00 PM 0 3 1 0 0 0 0 1 0 0 0 0 5
4:15 0 1 1 1 0 0 0 0 0 0 0 0 3
4:30 1 2 1 0 0 0 0 4 0 0 0 0 8
4:45 0 0 1 0 0 0 0 3 0 0 0 0 4
RR TOTAL 1 6 4 1 0 0 0 8 0 0 0 0 20
5/'-'?M 0 3 0 0 0 2 1 1 0 0 0 1 8
5... 0 0 0 0 0 0 0 1 0 0 0 0 1
5:30 0 1 0 0 0 0 0 0 0 0 0 0 1
5:45 0 1 0 0 0 0 0 0 0 0 1 0 2
RR TOTAL 0 5 0 0 0 2 1 2 0 0 1 1 12
DAY TOTAL 1 19 4 1 1 3 2 20 0 0 1 2 54
Counter Measures
Site Code : 00000002 PAGE: 1
I/S STREET: CR-19 FILE: CR19CH28
E/V STREET: CR-28
,,-, Sum of the Vehicles and TRUCKS
DATE: 5/01/01
Time From Korth From East From South From Vest Vehicle
Begin IT THHO LT ET TRH LT RT TIRO LT HT TIRO LT Total
6:30 0 20 0 0 1 0 0 3 1 0 1 0 26
6:45 3 21 1 0 1 2 1 12 0 1 0 0 42
HR TOTAL 3 41 1 0 2 2 1 15 1 1 1 0 68
7:00 AN 0 13 2 0 0 0 2 12 0 0 0 1 30
7:15 3 13 0 0 0 2 1 21 0 0 0 0 40
7:30 1 13 2 4 1 0 3 10 0 0 0 0 34
7:45 2 14 0 0 0 1 0 12 0 0 0 1 30
HR TOTAL 6 53 4 4 1 3 6 55 0 0 0 2 134
8:00 AM 0 4 1 0 0 0 0 14 0 0 0 0 19
8:15 0 12 0 2 0 1 0 12 0 0 0 0 27
Break
4:00 PM 0 13 2 0 0 0 1 19 0 0 1 4 40
4:15 0 8 1 2 0 1 2 12 1 0 0 2 29
4:30 1 7 1 5 1 0 2 24 0 0 0 0 41
4:45 0 5 2 1 0 0 1 31 0 0 0 3 43
BR TOTAL 1 33 6 8 1 1 6 86 1 0 1 9 153
5... PM 0 9 0 2 1 2 2 24 0 1 0 0 41
5:15 1 1 0 0 1 0 2 31 0 0 1 0 43
5:30 0 18 2 2 0 1 2 17 0 0 2 1 45
5:45 0 10 0 0 0 3 1 12 0 0 1 0 27
HR TOTAL 1 44 2 4 2 6 7 84 0 1 4 1 156
DAY TOTAL 11 187 14 18 6 13 20 266 2 2 6 12 557
Counter Measures
Site Code : 00000002 PAGE: 1
I/S STREET: CR-19 FILE: CR19CR28
K/V STREET: CR-28
. Sua of the Vehicles and TRUCKS
DATE: 5/01/01
PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM
DIRECTION START PEAK HR VOLUMES .... PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
North 6:30 AM 0.76 6 67 3 76 8 88 4
East 6:45 AM 0,50 4 2 4 10 40 20 40
South 6:45 AN 0.70 7 55 0 62 11 89 0
West 6:30 AM 0.75 1 1 1 3 33 33 33
Entire Intersection
North 6:45 AM 0.72 7 60 5 72 10 83 7
East 0.50 4 2 4 10 40 20 40
South 0.70 7 55 0 62 11 89 0
Vest 0.50 1 0 1 2 50 0 50
CR-19 N
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Counter Measures
Site Code : 00000002 PAGE: 1
I/S STREET: CR-19 FILE: CR19CR28
EJN STREET: CR-28
.. Sup of the Vehicles and TRUCKS
DATE: 5/01/01
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM
DIRECTION START PEAK HR VOLUMES .... PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
North 5:00 PM 0.59 1 44 2 47 2 94 4
East 4:15 PM 0.63 10 2 3 15 67 13 20
South 4:30 PM 0.89 7 110 0 117 6 94 0
West 4:00 PM 0.50 0 1 9 10 0 10 90
Entire Intersection
North 4:45 PM 0.55 1. 39 4 44 2 89 9
East 0.50 5 2 3 10 SO 20 30
South 0.83 7 103 0 110 6 94 0
West 0.67 1 3 4 8 12 38 50
fgg
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Counter Measures
Site Code : 00000000 PAGE: 1
I/S STREET: CR19 PILE: CR19SH66
la STREET: SH66
r1 : Movements by: Vehicles DATE: 5/01/01
Time Prom North From East From South From Vest Vehicle
Begin RT TARO LT RT THRO LT RT TARO LT RT THRO LT Total
6:30 1 0 0 1 72 8 1 0 0 0 20 2 105
6:45 1 1 0 0 57 7 4 1 1 1 29 2 104
HR TOTAL 2 1 0 1 129 15 5 1 1 1 49 4 209
7:00 AM 0 2 0 0 42 6 2 3 1 0 33 1 90
7:15 1 2 0 0 53 5 9 1 1 1 26 0 99
7:30 1 1 0 0 55 6 5 1 1 1 35 0 106
7:45 0 0 3 0 46 7 4 0 1 2 35 0 98
HR TOTAL 2 5 3 0 196 24 20 5 4 4 129 1 393
8:00 AM 0 0 0 0 41 2 8 1 0 0 21 1 14
8:15 0 0 0 1 32 5 3 0 0 2 54 1 98
Break
4:00 PM 0 1 0 1 36 4 5 2 1 0 50 0 100
4:15 0 0 0 0 31 4 9 2 2 0 54 0 102
4:30 1 1 0 2 37 0 10 3 2 3 57 3 119
4:45 0 0 1 1 29 2 16 3 6 2 54 4 118
AR TOTAL 1 2 1 4 133 10 40 10 11 5 215 7 439
S�M 2 0 2 2 34 1 11 2 1 3 62 0 120
5:1J 0 1 0 0 28 3 14 1 4 1 65 1 118
5:30 2 2 1 1 29 5 13 2 3 4 78 1 141
5:45 1 1 0 2 40 1 5 1 1 3 53 5 113
AR TOTAL 5 4 3 5 131 10 43 6 9 11 258 7 492
BAY TOTAL 10 12 7 11 662 66 119 23 25 23 726 21 1705
,.. -
.'%%
Counter Measures
Site Code : 00000000 PAGE: 1
I/S STREET: CR19 FILE: CR19SH66
UV STREET: SH66
r Movements by: LT TRUCKS DATE: 5/01/01
Time From Worth From East From South From West Vehicle
Begin RT THRU LT RT THRO LT RT THRO LT RT THRO LT Total
6:30 0 2 0 0 33 9 1 0 1 1 19 2 68
6:45 0 2 0 1 30 10 1 0 2 4 15 1 66
HR TOTAL 0 4 0 1 63 19 2 0 3 5 34 3 134
7:00 AM 0 2 1 1 21 6 4 3 1 1 16 0 56
7:15 0 2 0 0 21 3 3 3 0 0 17 1 50
1:30 0 1 0 0 24 4 3 3 1 1 16 0 53
7:45 0 1 1 1 27 2 4 0 1 2 20 2 61
RR TOTAL 0 6 2 2 93 15 14 9 3 4 69 3 220
8:00 AN 0 0 0 1 28 4 6 0 1 0 13 0 53
8:15 0 3 0 0 16 1 2 1 3 1 25 0 52
Break
4:00 PM 3 1 0 0 8 4 9 2 1 2 28 0 58
4:15 1 1 0 2 13 1 1 4 0 1 27 0 51
4:30 0 1 0 2 13 2 6 0 2 0 25 0 51
4:45 0 1 0 0 16 1 8 2 1 2 18 0 49
HR TOTAL 4 4 0 4 50 8 24 8 4 5 98 0 209
PM 0 1 1 1 25 2 5 3 0 1 24 0 63
5:ia 0 2 0 0 13 1 12 3 3 0 27 1 62
5:30 0 1 0 1 16 5 2 0 2 2 25 0 54
5:45 1 1 1 1 20 3 4 2 0 3 23 0 59
HR TOTAL 1 5 2 3 74 11 23 8 5 6 99 1 238
DAY TOTAL 5 22 4 11 324 58 71 26 19 21 338 7 906
r
Counter Measures
Site Code : PAGE: 1
I/S STREET: CR-19 FILE: HVYTROCE
RIM STREET: SH-66
,,.., Movements by: HUY TRUCK DATE: 5/02/01
Time From Borth From East From South From Vest Vehicle
Begin RT TARO LT RT TURD LT RT TARO LT RT TURD LT Total
6:30 0 0 0 1 0 2 0 0 0 0 1 0 4
6:45 0 1 0 0 1 0 0 0 0 0 0 0 2
AR TOTAL 0 1 0 1 1 2 0 0 0 0 1 0 6
7:00 AM 0 0 0 0 3 3 0 0 2 0 1 0 9
7:15 0 0 1 0 4 0 0 1 0 1 1 0 8
7:30 0 0 0 0 1 1 1 2 0 1 3 0 9
7:45 0 1 0 0 2 1 0 2 0 0 0 0 6
AR TOTAL 0 1 1 0 10 5 1 5 2 2 5 0 32
8:00 AM 0 0 0 1 2 3 1 0 0 0 0 0 7
8:15 0 2 0 0 3 0. 1 0 1 1 1 0 9
Break
4:00 PM 0 0 0 0 1 0 0 0 0 0 1 0 2
4:15 0 0 0 0 0 0 0 0 0 0 2 0 2
4:30 0 0 0 0 1 1 1 0 0 0 5 0 8
4:45 0 0 0 0 1 1 1 0 0 1 3 0 7
HR TOTAL 0 0 0 0 3 2 2 0 0 1 11 0 19
P"% PM 0 1 1 0 1 0 0 1 0 0 1 0 5
5._. 0 0 0 0 1 0 0 0 0 0 1 0 2
5:30 0 0 0 0 3 1 0 1 0 0 0 0 5
5:45 0 0 0 0 3 8 1 0 0 0 2 0 14
HR TOTAL 0 1 1 0 8 9 1 2 0 0 4 0 26
DAY TOTAL 0 5 2 2 27 21 6 7 3 4 22 0 99
Counter Measures
Site Code : PAGE: 1
I/S STREET: CR-19 FILE: SONVEAIC
601 STREET: SA-66
,—., : Moveeemts by: SON OF VIII DATE: 5/02/01
Tine From North Fro' East Froe South From Vest Vehicle
Begin RT TARO LT RT TARO LT RT TARO LT RT THRO LT Total
6:30 1 2 0 2 105 19 2 0 1 1 40 4 177
6:45 1 4 0 1 88 17 5 1 3 5 44 3 172
HR TOTAL 2 6 0 3 193 36 7 1 4 6 84 7 349
7:00 AM 0 4 1 1 66 15 6 6 4 1 50 1 155
7:15 1 4 1 0 78 8 12 5 1 2 44 1 157
7:30 1 2 0 0 80 11 9 6 2 3 54 0 168
7:45 0 2 4 1 75 10 8 2 2 4 55 2 165
ER TOTAL 2 12 6 2 299 44 35 19 9 10 203 4 645
8:00 AM 0 0 0 2 71 9 15 1 1 0 34 1 134
8:15 0 5 0 1 51 6 6 1 4 4 80 1 159
Break
4:00 PM 3 2 0 1 45 8 14 4 2 2 79 0 160
4:15 1 1 0 2 44 5 10 6 2 1 83 0 155
4:30 1 2 0 4 51 3 17 3 4 3 87 3 178
4:45 0 1 1 1 46 4 25 5 7 5 75 4 174
ER TOTAL 5 6 1 8 186 20 66 18 15 11 324 7 667
5,"- M 2 2 4 3 60 3 16 6 1 4 87 0 188
5:.. 0 3 0 0 42 4 26 4 7 1 93 2 182
5:30 2 3 1 2 48 11 15 3 5 6 103 1 200
5:45 2 2 1 3 63 12 10 3 1 6 78 5 186
HA TOTAL 6 10 6 8 213 30 67 16 14 17 361 8 756
JAY TOTAL 15 39 13 24 1013 145 196 56 47 48 1086 28 2710
,..
Counter Measures
Site Code : PAGE: 1
I/S STREET: CR-19 FILE: SUMYERIC
6//N STREET: SR-66
Movements by: SON OF PEA DATE: 5/02/01
PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM
DIRECTION START PEAK AR VOLUMES .... PERCENTS ...
FROM PEAK AOOR FACTOR Right Thru Left Total Right Thru Left
North 7:00 AM 0.83 2 12 6 20 10 60 30
East 6:30 AM 0.79 4 337 59 400 1 84 15
South 7:15 AM 0.89 44 14 6 64 69 22 9
Vest 7:30 AM 0.70 11 223 4 238 5 94 2
Entire Intersection
North 6:30 AN 0.79 3 14 2 19 16 74 11
East 0.79 4 337 59 400 1 84 15
South 0.64 25 12 9 46 54 26 20
Nest 0.94 9 178 9 196 5 91 5
CR-19 N
W--HE
S
.:;•2:5:.•:> •
25
3 14 2
L
19 4
349':;::':
r
400 337
9 L 59
178 196 SH-66 3f.'•:
J9 46
9 12 25
8z:: S;5it:3
CR-19
Counter Measures
iite Code : PAGE: 1
1/S STREET: CR-19 FILE: SUMVEKIC
1/1 STREET: SH-66
Movements by: SUM OF VEH DATE: 5/02/01
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM
DIRECTION START PEAR HR VOLUMES .... PERCENTS ...
FROM PEAR HOUR FACTOR Right Thru Left Total Right Thru Left
North 5:00 PM 0.69 6 10 6 22 27 45 27
East 5:00 PM 0.80 8 213 30 251 3 85 12
South 4:30 PM 0.82 84 18 19 121 69 15 16
West 5:00 PM 0.88 17 361 8 386 4 94 2
Entire Intersection
North 5:00 PM 0.69 6 10 6 22 27 45 27
East 0.80 8 213 30 251 3 85 12
South 0.66 67 16 14 97 69 16 14
West 0.88 17 361 8 386 4 94 2
CR-19 .c N
W—HE
S
1 '
32;:::
6 10 6
22 8
233
SH-66 251 213
......... 8 L 30
1
361 386 SH-66
4434 tRaWANg
3:#
J
17 97
57
14 16 67
CR-19
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 5/8/2001
f —`► - { & 4\ t t \* 1 d
a.rte^.:#. Fitt •3 4 .L"�t-^a` ii <sv 4"� r*7#4=:/..;'>111 b _;' .� • .s 3�F.;R?.A ^. MA ':4 LF ;
Lane Configurations 4. .j. 4. 4.
Sign`1 ontrofsj ._..: Free ,. .`, ..Free . . .. .:.. Stop Stop
Grade 0% 0% 0% 0%
Volun e,�Veh/h) . '' 9 178 9 59 ;Dy337 4 ,,9 r ;` 12 ;:25 t 2 14 w + '3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
HoTrly'flowrateiyeji/h) , 10 ' 193 10 64 366 4 10 : 13 .,':127 2. 15 •...:t'3
Pedestrians
x ' _`
Walking Speed (ft/s)
Percent°Blockage ..
Right turn flare (veh)
Median storage veh)
vC oo. fllctmg yo�ume 371 a ",,,> 203 T y ,726 717.<, .198 a 74S 720 368
vC1, stage 1 conf vol
vC2`sta e2^contvofr `" . ,_
tC, single (s) 4.1 4.2 7.3 6.6 6.2 7.6 6.6 6.2
tF (s) 2.2 2.3 3.7 4 1 3 3 4.0 4 1 3.3
p0`queue free°!°N 99 i 95 ,,.thr A`97, 96 97 99 _° 951*100
cM capacity (veh/h) 1199 1333 290 329 848 247 329 682
Volume Total 213 435 50 21
VolurrieLeft 10 `64 :0°
�M.3c
Volume Right 10 4 27 3
cSH w1199 ;1333 414 345 Ts... _ . .
Volume to Capacity 0.01 0.05 0.11 0.06
Control Delay (s) 0.4 1.6 13.5 16.1
Approach Delay (s) 0.4 1.6 13.5 16.1
4 y
In
Avera a Dela r' M ' " - 2 5 $
Intersection Capacity Utilization 47.7% ICU Level of Service A
2005 AM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 1
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HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
Lane Configurations 4D 44 4 4+
..,_#:Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Pedestrians
Walking Speed (ft/s)
Percent
Right turn flare (veh)
Median a No e None +'
Median storage veh)
vO- confllctieg'vo(ume 149 . '147 *" 69 .*`145 147 64"x` 73 r 67x r „
vC1, stage 1 conf vol
VC2" stage 2 conf Vol
tC, single (s) 7.1 6.5 6.2 7.1 7.0 6.2 4.1 4.1
tC,.2 stage,(s).'., :
tF (s) 3.5 40 33 35 44 3.3 22 22
pa queue free% ` 100 100 (,10fl, '„' 99 100 100x` a00 ti h#: '° �:I00
cm capacity (veh/h) 816 745 1000 826 662 1007 1540 1547
� � »y;y-•.. ,.•.r.�s ti 'r `� S 'fi t 7i..h '` oxw. ,.i.. a r + ,: .
b. -�,iv�k, �z. '�"�" n-�i .�i�✓an ,at._''�.. C...32 R .2 +1_L
Volume Total
Volume Left 1 4 0 5
cSH 898 845 1540 1547
Volume to Capacity
Queue Length (ft) 0 1 0 0
Control Delay'(s) 9.0 J,3'° 9 0 i 0 5 . _� er x`"
Lane LOS A A A
Approach Delay`(s} 9 0 _,.9,3 ` f 0 0, < 0 5 •"; , + , .„ ,,
Approach LOS A A
Average Delay 1.0
Intersection Capacity Utilization n=14.3% -r;i %, ICU Level of Service fl;;s nA`
2005 AM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 2
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001
t
`�-• ry�+,W�" n „v" r x'si a `'i" FY m'YV! �"^'- m m tr �. c r _.: i ₹ a + zw.-
sPa`-,
Lane Configurations 4 1. Y
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flout rate(veh/h) .. `_0 2
Pedestrians
Walking Speed (ft/s)
Percent Blockage .
Right turn flare (veh)
Median storage veh)
vC ;confltct1n volume ' ,. 12, 14 . 12
vC1, stage 1 conf vol
vC2 stage;2 cent vol e
tC, single (s) 4.1 6.4 6.2
tC,•2 stagge(s)` ° a,
tF (s) 2.2 3.5 3.3
p0 queue free%'` "1,00 "` '=1x70 _100 :.
cM capacity (veh/h) 1620 1010 1075
� ,� �e®�ks'te•.��� �":•�.� '`�'a's "�'h-�@s�� �-ut''&:.�"¢3...rtr'aa`�t "ai' .S::. ..z '��tM�xrs`r>s:.,t�.'E, e �a`�'
Volume Total 2 12 0
Volume Left 0 =0' 0
Volume Right 0 0 0
cSH ti:__ . '1620-:`1700, 1700' i
Volume to Capacity 0.00 0.01 0.00
Queue Length'(ft)
Control Delay (s) 0.0 0.0 0.0
Approach Delay (s) 0.0 0.0 0.0
Average:Delay a . . s3. .v. s t vh
Intersection Capacity Utilization 6.7% ICU Level of Service A
2005 AM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 3
LSCI N CCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 5/8/2001
* P 1
�,« c ,� . ter= r�e� � e`�. � c�,`�Ad"• . _ ,,...,
Lane Configurations 4. .;, 4, 4,
Sign Controt . s.., _ ..h °Free , ,a. _Free'i m l7PAP S(og_.`. . :
Grade 0%� � 0% 0% 0%
Volum veh/h 10 "x201 13, 69 380 5: 2 14,' 29 y 2 ti 16 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Pedestrians
LaneyWidth (ft)
Walking Speed (ft/s)
Right turn flare (veh)
Median storage veh)
vC conflicting volume 118 ,,i 4„ ; 233 w; 825 816 6;;226 7 852 820 `.416
vC1, stage 1 conf vol
vC2,'stage,2 conf vo7 a3 r , ? +,
tC, single (s) 4.1 4.2 7.4 6.6 6.2 7.6 6.6 6.2
1C°2`stag'e'(s)
tF (s) 2.2 2.3 3.8 4.1 3.3 4.0 4.1 3.3
p0 queue free
cm capacity (veh/h) 1151 1289 231 284 811 203 284 641
Volume Total 243 493 60 23
Volume Left
Volume Right 14 5 32 3
Volume to Capacity 0.01 0.06 0.15 0.08
Queue Len th ft 1 5_w, 13 6e x' :: x, •
Control Delay (s) 0.4 1.7 15.5 18.2
Lane:LOS
Approach Delay (s) 0.4 1.7 15.5 18.2
._. '„'
°�' ed ..t<,.''.:..u...w..,eF..., '...s.`i'�SL.�*r�:ty. ...,...c ti_v..s...<�..tt ..... Y,xs,.n .y�..' .w.. '• y.
Average Delay ,_ t 2 8 ,
Intersection Capacity Utilization 52.7% ICU Level of Service A
2005 AM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 1
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
C & 4\ t P 1 ►'
c!ati PC'i� ... s ': ,._ "� .« i5 °s`teY'3•3;. .t`,V'fi I, `"��i tr '69:11 a� tkt.,.g l P E'R(•.A.; ,i��t+',:�.,-•-t z S z`t
Lane Configurations 4. 4. 4. 4.
Grade ,. _ .. 0% 0% 0% 0%
4` 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0 92 0.92 0.92 0.92 0.92 0.92
Hourlyflow rate(veh/h) °;.4 ,.ir9 a wQ IMO.- e 2 `r xk 'S 4'20,, _•67 .49 ,' r. 7,t ' 74 =`14
Pedestrians
Larie Width`(R) ' . : sx t , 3 . MI. ,_. , ,.' r'4 ' ;` ,_ 7. .,<
Walking Speed (ft/s)
Percent BIOCka &.
9
Right turn flare (veh)
Medlar
Median storage veh)
vC:conflicting'volume 211 . 2(9581 =215x212 *72 >` 88 r X76 t`r '' .,' x
vC1, stage 1 conf vol
VC2, stage 2 conf vol . . ` & �'r¢v" - r t `"Sk, t # , k t N r R '+�' w
tC, single (s) 7.8 6.5+ 7.1 7.1 7.0 6.2 4.5 4.1
tC,2 stage(s)
tF (s) 4.1 4.0 4.1 3.5 4.4 3.3 2.6 2.2
p0 queue free% '99
cM capacity (veh/h) 605 678 787 726 597 996 1281 1536
......,ta . . , ..
Volume Total r . -14 ib _13j1O44 98 62 95 ;14.1 ;7' _. . .�1,1 _ ='`. <,_ . "F
Volume Left 4 5 20 7
` h* " r s'" s 9 n'7/ F y .,.
Vo(uiris Right � '` ;- 'a ';10 5"`�"� 9 � 4, � } � '".. x '.^ � R5,i;.
cSH 720 787 1281 1536
Volume to Capacity £.' 0.02 l 0 02,3 0.02 '0 00 .1 P '- N` ` ':
Queue Length (ft) 1 1 1 0
Control belay(s)-
Lane LOS B A A A
Approach Delay(s)
Approach LOS B A
Average Delay 2.2
Intersection Capacity Utilization ,:: 16 0% .'ICU Level ofService
2005 AM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 2
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001
Lane Configurations 4 ', y
Slgh,Contror * s° a Free by Free K s .tStof�s y.. _ . x 4f' 3 r
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hoi itylo y7rafg:(veh/h) 0 ,Y{ ;fit s 12 4 25k1V 0= 3
Pedestrians
Lane ISidt (ft) a s<e. , ,. . , •,' c # _'" . . ,._ x° .,x.. �. t .. ? . ..
Walking Speed (ft/s)
xkw .,roL w,F w.Fc..&.... a. '.$t",rr.✓vla bn4�'L'A s<n _ _
Right turn flare (veh)
Med o'tfr't3e2` 0 .rs?a_"kat €:",, < kgi- =` NQa[le F a} # x .'N ' .h ,_ lt$
Median storage veh)
vC1, stage} 1 conf vol
v.C2 b age conf yohn°'; '< rae.,^ °£`s4`nttaii w ._.
tC, single (s) 4.1 7.4 6.2
tF (s) 2.2 4.4 3.3
0. ue e free /0 100
P 9 g ��.. ; w 5E r. €: ,.x.98 100'_,zM.�._I7e?0 .Y _... .. .` ' _.Y
cM capacity (veh/h) 1587 787 1058
4,z... .a.
Volume Total 2 37 12
Volume Right 0 25 0
Volume to Capacity 0.00 0.02 0.02
Queues Length'jft)„ . -
Control Delay (s) 0.0 0.0 9.6
Approach Delay (s) 0.0 0.0 9.6
Approach LOS a",. ,_ .. •_ _ }_.._ "A, z v 'u�_ ',�`#_.... _ t:vr`s
..nd5.u�sn .Y..tv,: cn. .�3R;u ,a, se+a:�.. -,ro.
x.:•2 1.n.:.',
Avera a Dela r fi '2 3 t , f 'w < ¢h G f z, s,. ,;
,c.. (.� .�� , _: x `€^_ vx ,mss <s'_ ..,t-��.F...�7 � . _
Intersection Capacity Utilization 13.3% ICU Level of Service A
2005 AM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 3
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 5/8/2001
�r _ a +g tee„ s PP YY PV ra3 i k §
Lane Configurations 4) 4.
Sign'Control,, Free k .Free _ . " Stop `r
Grade 0% 0% 0% 0%
VoTdme(veh/h ~' 9 ,5.407. 19 . `34 ,240 .9 1 6"x;x'. 18 *r 76 7, 431 :p 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Ftur1y flow rate(veh/h) n`Y0 443! 21 37 f 261. . 15s rn 7*`" L0 .83 • 8;''- ;12 fz;`xr8
Pedestrians
rc F Lane��dtfi (ftj�•� �r " .. . , . _- � � ,' M rfi „ad k�M� . , . . __n . ..
Walking Speed (ft/s)
Right turn flare (veh)
Median storage veh)
vC cofintlictmg'Volume` „ 271 t . `P463 " a kt•. 826' *8117.'`2:453 904:rt822 ' 266
vC1, stage 1 conf vol
y�C2 ;slage 2 eonfvo! 1..V.< < . ` ."_ " �}' , _s .��' � �,'�� � a�4 � '.
tC, single (s) 4.1 4.4 /.1 6.6 6.2 7.3 6.6 6.2
lC .2Sta e s xa w u
tF (s) 2.2 2.5 3.5 4.1 3.3 3.7 4.1 3.3
p0 queye free'°lo` 99 96 }.? ,• " "` 9 ',*' 93 86 96 :" 96 x'`99
cM capacity (veh/h) 1304 966 272 285 609 192 286 778
Volume Total 473 308 120 27
Volume Left '10, 37 17 r '8 • ' '' .4 ..'.
Volume Right 21 10 83 8
x.,,• � ,
cSf� "'��-�.�1 "�r 3 a*:1304 -966 ,-a X
446 : 298ra. � �, � , . .�.
Volume to Capacity 0.01 0.04 0.27 0.09
Queue Len th ft 1 3 27 ' V "' w7° .
Control Delay (s) 0.2 1.4 16.0 >18.3
LaneLQS` .c7.:'
Approach Delay (s) 0.2 1.4 16.018.3
Approach LOS kr G "sue C" g 4 ":
y� "+:" �g„���.[ x '`tee '�', S'.,,t' '�^ ^x.3'3 t 'v C ` '"r tq3 ;°'h r ar 'fi' v�+N�.. .s�j'` •7≤y t.
�'d��,�'14fc p��� vY".t.«�as:.r..wvY�k�a�,.t 3:arcc�3m��a..:.�:sx"�.:..,."ia,.' 4sL�� "".az"..'..n'-•' itia�:
Average°Delay`R t32:ti `g it 1 " § . . �."�� 4`w
Intersection Capacity Utilization 52.6% ICU Level of Service A
2005 PM Peak 5/8/2001 Background Synchro 5 Report
Bad Przybyl Page 1
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
1
Lane Configurations 4. 4. 4. 4.
Sigh Control .°, 'n s- ,.'' si"6.W ift` top , " a ,i
Grade 0% 0% 0% 0%
V0141,a veti(h e;. ' °5, :r€y '..1 4, ,,, 2I .,B x3451`.`'(.. 5 ..",S 5 ` 4,4 1.
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 92 0.92 0.92 0.92
Hourlyr 1Sw tate,(vph/h) '`5 4 °r ?. s u4 ..? ,', 7 0 a S,26 r9 X48
Pedestrians
Lane Width ft a
,' ais- x4.7,.7s.flfr r..
Walking Speed (ft/s)
Percenf Blpckage �t ,, y .
Right turn flare (veh) �q
_
Median storage veh)
vC,conflicfirig'; aNkie,,"* 1b7 94-X48.
vC1, stage 1 conf vol
tC, single (s) 7.4 6.5 6.2 7.8 6.5 6.2 4.1 4.4
tC°2 Sta e
tF (s) 3.7 4.0 3.3 4.1 4.0 3.3 2.2 2.4
p0 queue free'% ;-.:99.
cM capacity (veh/h) 705 702 1026 639 705 925 1571 1320
VolumeTotal t . .;^ t ,>: r13 135 ','a54, tnyn` ," r' 67':':.: . -,₹*.1`. ' ' t
Volume Left 5 4 0 5
cSH 727 770 1571 1320
Volume to,Capacity? 0.01 002 0 00 t)00§ '_ }r` � 1a x
Queue Length (ft) 1 1 0 0
Lane LOS B A A
AID proacelay'(s) 7'10 0 9 8 ' w 0 0_ ,`0°8 7" 2 . r' ...r.....
gApproach h D LOS B A�
i �
Average Delay 1.3
Intersection Capacity Utilization y "� ;.;17N2% " '..y;. ICU Level of,Ser"vice Az5 k� vA `
2005 PM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 2
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001
Lane Configurations 4 f. V
I niControl ` - `*,ter Free* ee"=iir: a+ Stf5 a w. , "''`, " -:'Y'
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly"tTolicate'(veh/h) , 0
Pedestrians
Walking Speed (ft/s)
Right turn flare (veh)
Median e s x Nonek r E { g
Median storage veh)
vC s onflicting yo(dmerlgr'
vC1, stage 1 conf vol
vC2,stage 2 conf vot .. : fr ar ^. .t §k < l? a S L v t:k
tC, single (s) 4.1 6.4 6.2
tC,2 stage"(s)
tF (s) 2.2 3.5 3.3
cM capacity (veh/h) 1630 1009 1085
Volume Total 11 4 0
Volume Right 0 0 0
Volume to Capacity 0.00 0.00 0.00
GlueueLengtti
Control Delay (s) 0.0 0.0 0.0
Lang LOSz A a;
Approach Delay (s) 0.0 0.0 0.0
tatia?ti ,`' _Ae "...3 s '�. az`'°, v..,a,A,,,�eW1..... i.: .k,.i .W. 2�.N 3•.i...ss.x.Cw..a.....?.M, .,..a_.. ,...a.xx> ..:.
Avera a Dela Q 0 `° r k x r a
Intersection Capacity Utilization 6.7% ICU Level of Service A
2005 PM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 3
LSC I N CCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 `` 5/8/2001
Lane Configurations 4 4 4 4
Sign :..�.. ,:��__ -�.: _.. . :- .,�r.��.�. v:•. ,:�"s:•ys�' �*�..� ._:�... ..,. _ _ ,. .. :.
Grade 0% 0% 0% 0%
1 ot�► ie(veh/h) :. 9 407 20 34 ,ta4O � � 19 -18' 78 . 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourf flow rate veb ) 10
Pedestrians_ .k� `_.. _.._ . ..,.,.._. . . - _
Land Width (ft) :' ,ai, i:,:w e.
Walking Speed (ft/s)
Right turn flare(veh)
Median storage veh)
,�• _,,,,.y, - z 1''"':r`: — �a¢r.t i''r:�i?ie er ..v r�.,;:s,,.
vC1, stage 1 cont vol
ter. _:.r vf•s ` Nifiw ''�'- �ft4 v:'Cr rS•ri, .''s;r,'r.. 4-Ak •_;'Q;.'
Q pr 'CGCIf-Vol .��"�:�:': `<�•� �;w _ r• -�.`� ''��•".L`� � .dlwe. .._-.. _ ..., . . .._..if.�... 'a.'..k.1 "•i.r •! i'i.�.:�•av::::^i-r:l�i..::; ."•�....
tC, single(s) 4.1 4.4 7.2 6.6 6.2 7.3 6.6 N 6.2
tF (s) 2.2 ~ 2.5 3.5 4.1 " 3.3 3.7 4.1 3.3
p0 quec e'ir' 99 :Y`r4 `�L' " 'y96Y' ti t, 4 ' °92' 93 $6,1. 96 96, 99
.. <,.�. �,��°. �.. _ Mme •:�� "� ��- .. �-:
cM capacity(veh/h) 1304 u965 266 285 609 190 286 778
Volume Total 474 308 125 27
Volume Leff 10 37 21 8 •
Volume Right 22 10 85 8
4111 `It r, *9304:.; 11.965 3$;`297• ,._... . . rT� .,• . . 2 `` <:u # =u; ':.':{;,:;
Volume to Capacity 0.01 0.04 0.29 0.09
Queue Lengtt'r fit) 1 3 29
Control Delay (s) 0.2 1.4 16.5 18.4
Lane LOS 1 A A
Approach Delay (s) 0.2 1.4 16.5 18.4
Approach LOS
.�3 3 ;'a;•.
Intersection Capacity Utilization 53.5% ICU Level of Service A
2005 PM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 1
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
A �{ y •'i4d 2T��y}q ��}
Itig.
Lane Configurations 4* 4.0 4, 43
;r'' .T:'">;Free
Grade 0% 0% 0% 0%
Volri l eh/h) Vi ts10fi " 4a .O3 , "4:,� $?' 4::$4 6'x +4 , 111.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 x0.92 0.92 0.92 0.92 0.92 0.92
i48 2
Pedestrians
Walking Speed (ft/s)
Right turn flare(veh)
MedianIP,WS, . :" T N'one': a ' Nolle
Median storage veh) >
nue
C conflictttrguvalurne20 F203: 44 X75 200, . . ) 0 _,. 5Q. , ,_ ,. I36 ..; . , ..:.
vC1, stage 1 conf vol
v02,, s2 e'2cantvo
.,. 9 ... . l .r
IC, single (s) ` 7.3 6.5 6.5 7.8 6.5 6.2 5.1 4.4
tF (s) 3.7 4.0 3.6 4.1 4.0 3.3 3.1 2.4
p0 queue free%_ .". 98> . _ 99 f99 99 , 100. ..1 99 100 ' :'` r `- r 100+,, .
cM capacity (veh/h) 699 691 946 606 694 925 1105 1320
.-zc.S,...t, . r4 2tAil i la.i3sani3 Js, Es$<,,a.>`,ge,-,:n:.'... •
Volumelotaf' `' `29 `a i3' 739 55 . ;,,t} "
Volume Left 11 4 4 5
Volume Right ;_ ' ..
cSH 798 751 1105 1320
Volume to Capacity 004 0 02, 0 00 T n0 0.02
Queue Length (ft) 3 1 0 0
Control Delay'(s)�m ' ' 'F-9 7 9.9- p 3 3a"o-€8' •
Lane LOS A A A A
Approach LOS •A A
Average Delay 2.1
Intersection Capacity Util`iiation 177% ICU Level of
2005 PM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 2
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001
yam- ,* •
.� +— !. \*
Fi.e�+.:=At'. 5 � ' '' i`!. " C T }p�d t• `,•,„toa)at"... •"ta 'z3*, •t»
Lane Configurations 4 1, �6►�
Grade 0% 0% 0%
Volu{nsLve(0):"
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 u.92
Hou low t to(veh/h) 0 x11. _ d`w= 5 8
Pedestrians
• .. ,. ,r.
Walking Speed (fUs)
Right turn flare(veh)
, . . .. .
Median storage veh)
. .. 'x`"=' ...
vC1, stage 1 conf vol
vC2,Stage 2''conf vO� . .. ''
tC, single(s) yy 4.1 6.7 6.2
tF (s) 2.2 3.8 3.3
p0 queue free%';. : 100 s 98 4;.100'- Y r:', "
cM capacity (veh/h) 1623 935 1081
9 �e .r$� ->.'.};✓ �a� ��� t�a"fi. �ikx"' �`� »:-'b brmx di,'2 tS s�9c �..�»� d'*S,° .r u₹" r. ,•?"*tr3,
Volume Total 11 10 18
0 18" � " `
Volume Right 0 5 0
Volume to Capacity 0.00 0.01 0.02
Control Delay (s) 0.0 0.0 8.9
Lane LOS"e e A
Approach Delay (s) 0.0 0.0 8.9
Approach LOS :f. A .�
Intersection Capacity Utilization 13.3% ICU Level of Service A
2005 PM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 3
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 5/8/2001
",A-.s'- .s�.i....K$ _...₹.n �':.,, `�"aa-._s .x� 1'ti 19 •; �{ .{_a'a��° `*,SL,. ��."�,�4t_ , E4kd ; �6`",:+s...
Lane Configurations 4D 4+ 4. 4.
Grade
0% 0% 0% 0%
Volute e YetUtr), y 16jM5 y n 16. ' 104 596 >., `r ,46 21 „44 4.' 25 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
burly flov rate(vett/h) 17 ,₹ 342 17 =A 113 ,`64&, y i `8° Jt y 23s 48 4 27 5
Pedestrians
Walking Speed (fUs)
Percent`8lockage a
s •
Right turn flare(veh)
-Y ` None°Median storage veh)
vC;„cd€tfllcting Vplutlt t 655 - ry 360 " _ , ` 1283 t 1267, ,351 1323 a 1.272' " 652
vC1, stage 1 conf vol
vC2-stage�.2eonfvo�� �:,Y fz, i s[QS Rx .� x
tC, single (s) 4.1 4.2 7.3 6.6 6.2 7.6 6.6 6.2
tC,
tF (s) 2.2 2.3 3.7 4.1 3.3 4.0 41 3.3
po queue free%a'° ?:. 98 . '+` 90, ₹ t { §1^11-'12L $4 93 95'° ` ,81 99
cM capacity (veh/h) 941 1166 100 145 697 79 145 472
�8�°.�°��f���w�..`ffi1''���� ; 3.'�� •,x�. d .mom,,," ,�. ,:°._ ,�rsa ...a�_��"�y.u;,;C - ` "`�.a,''qty r
Volume Total 377 768 88 37_ „,
llolurre Laft, ' :il s .7 17,' 1]3" 17 F 4 �w r :c
Volume Right 17 8 48 5
Volume to Capacity 0.02 0.10 0.40 0.25 LL
Queue*Le„ gtFt ft)� _ 1_' . .r•8 45 24 -
Control Delay (s) 0.6 2.4 31.8 37.9
Approach Delay (s) 0 6.. 2.4 31.8 37.9 �..
Approach LO5w '*rfi _ ,`r ,
Intersection Capacity Utilization 76.7% ICU Level of Servicetg` C
the a 1 7r r - .; r - a '° i"a- r
2021 AM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 1
LSCI N CCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
Lane Configurations 4, 4, 4, 4+
Sign Contror a . ,: .Stop "St0 r3 3 r I T# Free y
Grade 0% 0% 0% 0%
44 i o ;-:r 97 12 9"' '106 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92-0'.92 0.92 0.92 0.92 0.92
Hou ly flow rate',(veh/h) , `3 0 3. 11t g„ 5. 411 0 05 13 115 1i3
Pedestrians
z
Lane Width(ft).
Walking Speed (ft/s)
Pereen Blockage
Right turn flare (veh)
•M ian₹ype None< ,.. �.uNane z ELM .. , : '
Median storage veh)
GC,Conflicting,volume •267 260 122 ` 25 *260 112 �12B ' e `. r 118; , Es..
vC1, stage 1 conf vol
tC, single (s) 7.1 6.5 62 7.1 7.0 6.2 4.1 4.1
tF (s) 3.5 4.0 3.3 3.5 4.4 3.3 22 2.2
pO queue freeato '` ^100 100 100 98., ,99 99 X100 X 99 "
cM capacity (veh/h) 674 644 935 695 567 947 1470 1482
I`Y e e= f..s�.?��.�'u-¢s ..�..��"�i�r °4.�n .•t^'..,s£..�..'.ar+r.�,.az6'�:��...w,...x�.ti.;in.F...�.�.�_ m}w,x,.....�.`�.,.��,at.;c,,.��.`��..",:
Volume7otal �._- = 7_ .4 27 x� �
118 - 138* rck _ t
Volume Left 3 11 0 10f
VolumeRight.„;. 3 11
cSH 783 740 1470 1482
Volume to;Capacity 0.04 -0.00
Queue Length (ft) 1 3 0 0
Control Delay(s) 9 6., 10.0 0.0
Lane LOS A B A
A 'roach Bela s 9 6 -'.10,0 0.0 s` Q 6TH <` * 'Pte -. � Y ( ) _� .._ n. ;ta :-itk-, �:
Approach LOS A B
Average Delay 1.4
Intersection Capacity Utilization 18.2% 1 ' ICU Level of Service q F
2021 AM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 2
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001
-- t `y
Lane Configurations 4 1. ►r''
Slgncontrot 4t .Ercpe Free z - e;, Stop '.:
Grade 0% 0% 0%
Volupie(veh/h)_v,. : ' D kF 5 .ri 3 `T'..?0 0. p n
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Ffiourrly flow rate`(veh/h) - 0A*I 5 x^25 N 0 .,`- 0 `0 r. :v . f _ . t c x, ,
Pedestrians
Walking Speed (fUs)
Right turn flare (veh)
Median storage veh)
vC1, stage 1 conf vol v }
tC, single (s) 4.1 7.4 6.2`
tC, 2-:stage(s) I
tF (s) 2.2 4.4 3.3
p0'que`ue free % s ' 00 :100 �1001� rtc ,_,�
cM capacity (veh/h) 1603 783 1057
� . "ax.miSs•.r F...�..�d'a'�4,�� � ,`�' -�`,�`'. 3''�vt� - ..._.t} s.1�r �"�sxia...°a�'' `'.x�t��'e�z'�
Volume Total 5 25 0
Volume Right ._0 ,_ .. 0
. . 0
cSH 160311700 1700`"
Volume to Capacity 0.00 0.01 0.00
Queue Length
Control Delay (s) 0.0 0.0 0.0
LaneLOS
Approach Delay (s) 0.0 0.0 0.0
Average Delay
Intersection Capacity Utilization 6.7% ICU Level of Service A
2021 AM Peak 5/8/2001 Background Synchro 5 Report
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LSC I NCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 5/8/2001
—; - c 4— t 4\ t P v 1 r
Lane Configurations 4. 4 4. 4.
Sign Coptrotx w 'iO'. Free .. , ,w ee µ , Stop ie.. ,.
Grade 0% 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
H4urfyf�ov5'ate- veh/h) }7': 342
Pedestrians
Walking Speed (ft/s)
Right turn flare (veh)
.v A_✓ , .5 �� J,.�..z.:.e ., .,ix ,.. Y_hev�, w rS/.�
Median storage veh)
vC, egnflrctrrig"volume 655 363 ¢'_ i289 ;t273 ,353 1330 1,289 : 652
vC1, stage 1 conf vol
VC2;stage°-2 co f Vol .
tC, single (s) 4.1 4.2 7.4 6.6 6.2 7.6 6.6 6.2
tC 2 tage(s)_ u.. .
tF (s) 2.2 2.3 3.8 t 4.1 3.3 4..0 4.1 3.3
p0 qi eue free % 98 90 i 79 ti4 q ;°93 94 t 99
cM capacity (veh/h) 941 1158 95 144 691 78 143 472
6 = i' q i•;y :.: `" Y"xrAY F!`�'9.�* ". ,'. Y d 'a s�-... , ',4¢.�> ' , sx�, + ,.. - ,� . :-m
Volume Total 380 771 91 37
Volume Right 21 8 49 5
cSH 'w V 941; '1158 209 ; 144 •rx j r ';g h
Volume to Capacity 0.02 0.10 0.44 0.26
Control Delay (s) 0.6 2.4 34.9 38.5
Lane LOS F A A D. Ex
Approach Delay(s) 0.6 2.4 34.9 38.5
Approach LOS x " D E : .
Intersection Capacity Utilization 77.4% ICU Level of Service C
2021 AM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 1
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
:+7,7;
Lane Configurations 4, 4, 4, 4.
Sign C6ntf0 .. . wx t Stow t - StoP s{ r #r .s t H ree x Flee` .,
Grade 0% 0% 0% 0%
Volurne(976Mi) _ 6 6, 0`1 11 10 5 10i:µ 1810 ; `97M1.2 _
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hou'rfy,flow`tate:(vehth) 7 0 12 4X11 , 5 r ¶1 20 10$ `;13 10- v 115 18
Pedestrians
Lanedth(ft)*
Walking Speed (f/s)
Percent Blockage :�" ..,..�'k'%.-z . ... ..... 2,._r f'.k°�°t..s._ r .i �.tmy •
Right turn flare (veh)
Median storage veh)
vG cqh �ctfng volume309 x"30 124 307 r04 11234 , ';*r , w 118 ;ri x
vC1, stage 1 confvol
tC, single (s) 7.6 6.5 7.0 7.1 7.0 6.2 4.5 4.1
tC, 2 stag e(s):t
tF (s) 4.0 4.0 4.0 3.5 4.4 3.3 2.6 2.2
p0 queue free
cM capacity (veh/h) 534 601 760 628 525 947 1229 1482
€f, ''_ ,2s'itAtaiii. iiSis
Volume Total :`: 18 s,>;27, 138 ^ 143y, w g r r .
Volume Left 7 11 20 10
Volume
cSH 661 694 1229 1482
Volume to Capacity
Queue Length (ft) 2 3 1 0
Control Ddlay'(s)_ 10 6 10 4 ,1 2, 0 6 s rt s ,
•
Lane LOS BB A A
Approach
Approach LOS B B
.:?.Ct `�2rt",...�-"..u�ti',y"k�u�.�3tv.�4i25 � - &8S?iu^..xx.�e=d.' ra[:kss ...c..�...,.eM...'�u.s�,u,�a�u�a•`.�u"7Sm..+=.!'
Average Delay 2.2
Intersection Capacity Utilization €`` 19 4% "ICU,Level of
2021 AM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 2
LSC I N CCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001
B °�_�E.�'Kd^:A°,.e .. s .YI i', ?'" T` •�.�.�f :<: T:...w�i^>-.�, .:� }�'. Y...,._.,uv,.a= ft ` � �....�..�:,w.'.a...0 s� cam.=,,:, .
Lane Configurations 4 to Y
S)gn_Control a� kn Ffee, , Free; 'xa St10DE .f '"..₹_... rt. ,> ., al _, . .:
Grade O% 0% 0%
Volume (veh/h). 0 . , 23=
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourlyfl '_rate.(veh/h) m40." ' 5- r25 `' t5r 12 M 0 $` _. ,,. ".` . .;3 A` w> .
Pedestrians
Walking Speed (fUs)
Percent Blockage . . '
Hta
Right turn flare (veh)
Mediantyp? >r _ . _? ; , 7 m ,F i W'. NonO.Melt.? a , .i i-kiti"''ear 4 ,
Median storage veh)
vC conflictin Volume _ ' J50 r s _, ₹, 3 §38 t . tr r t. , ,
vC1, stage 1 conf vol
vC2 stage:2 eP(f vcKV ice,!;P gig# t it � T
tC, single (s) 4.1 7.4 6.2
tF (s) 2.2 4.4 3.3
p0"queue free% 100 s I xD ' ._ 98". 100. ,,
cM capacity (veh/h) 1570 769 1040
Volume Total 5 50 12
ry .
Siolotile Left" 0 3 Y '(2 ?L.f�'t r" �'n ;:t4 a i" g x v „ < �''
< _ � mob . �_,� t�._ _ ,<_ . a�k..,��z�. �. � _-
Volume Right 0 25 0
Volume to Capacity 0.00 0.03 0.02
Queue Len9th.(fti 0 1_ V. .Aa :tCitn Y�. .. . Mr_ S..._A .,.rt. ,`- .w - tM a
Control Delay (s) 0.0 0.0 9.8
Lane'LOS i b 4 ,A ., '- ,._m '_'+ srrVR ., 5:: 5_ .s ,}ti!,: °., a S 4a4-
Approach Delay(s) 0.0 0.0 9.8
Appro@ ,LOs ',r x.. . .'...AWSV, t i1 a.,r# g `, .r iei.. w ..:a ..„ ..,-_... z, '
Average Delay.i i',. „ 7 1 7 k w v- ..d" ` N t ` "`FN `' `,_, :max"
Intersection Capacity Utilization 13.3% ICU Level of Service A
2021 AM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 3
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 ` 5/8/2001
t — ► ���r„ ` '_ k` `\ y 1 /' ,►
Lane Configurations 4 4 4+ 4*
Sign Control, ,,1{12'117k ... S3#sFreEl,F. �, . d�.'z". .L . . ree
Grade 0 `rte.,`
% 0 0%% 0 Stop
0% 0%
Volume(veh/trj ` _:s 4 s`639 30 53 ,.,'477 } 1 r 25r.,. ? 28_., 19 11 b v £11
Peak Hour Factor 0.92 0.92 0.92 0 92 0.92 0.92 0.92 0.92 0.92 0 92 0.92 0.92
Hourliiflow"rate'(ueh/h}. 11.5
Pedestrians
Walking Speed (ft/s
Perceglockage e k f, r ' ,a {
�.S ... ... �as3 �₹L.» ..�
Right turn flare(veh)
Median.tyP :" `w .'. � None a: . t• None ,. ,,.
Median storage veh)
vC conflictT4461011 e 425 f x = 27 fi _, s 96 X1282 71 ,1418. 1290 ( X417_
vC1, stage n1 conf vol
tC single (s) 4.1 4.4 7.1 6.6 6.2 7.3 6.6 6 2
tC,i 2 00-10:',:(0'..4' ',. r x
tF (s) 22 25 35 4.1 3.3 37 41 33
p0 4iieitelree,% : a , :.gg *aw 92# ,t, ' 7F , ,vtW 76 x,,,79,_ 70 79 86 98
cM capacity(veh/h) 1145 761 115 143 435 58 144 640
t ee'$ Lr' ` .. ti• 4' f; `h o Vz. . F£- +a r°_.,o-.,; "„t„ .e a., i" "' ,;6^ e.s _3 - .;,.
Volume Total 742 483 187 43
VdluniegLeft A:,.a }15 58- 27 "` 12 °'f .. .4L k . r. ;ter _..MwAri'
Volume Right 33 15 129 12 .
cSH... rs °
Volume to Capacity 0.01 0.08 0.75 0.36
Control Delay (s) 0.4 2.1 52.0 50.7
F
Approach Delay (s) 0.4 2.1 52.0 50.7
Approach LOS F F ₹ � x
Average Delay fit: 91 x x'�,dd« ^ - , ` a* t, f
'$3c,� rS33* Y,+'Y:•si.. ✓16i':U.aa-e...'et25�'ui '+oa�+Yi
Intersection Capacity Utilization 92.5% ICU Level of Service E
2021 PM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 1
LSC I NCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
C 4- 4 4\ t 1 I
��° ¢, .v: .u.,d t�+� � � 'k ''_1 i'� `.4YIp g . �s d a Y .;.:.'I � �,?. '..'° f. r' •
Lane Configurations 4 4 4. 4+
Sign(Control u, . { .
Grade 0% 0% 0% 0%
Volu(my�e ve h �.a u� ' ' • 10 - 8 ` c" 3""� ' 8t" 5' 3=4 1$2 'a2 ,7+04 69 < 2
':b'.�- � � ') vii vl`.n�u� Yar u. .edS«�.r�`=fF avii tY .- .� .'w ...Ls_'. .., .,rz�i-a..^e v'.i4—0.92
_. ">
Peak Hour Factor 0.92 0.92 0.92 0 92 0.92 0.92 0.92 0.92 0.92 0.92 0 92 0.92
Pedestrians
Lane<Width�(if) .. � r fi k
Walking Speed (ft/s)
Perce nt Blockage 41 i t ta#r n ? M '=' a RuWM, L
Right turn flare (veh)
Median e None . : ' .F None r n' € ? 4<.
Median storage veh)
vC,confll mg v lume,, `_312 ;3'02 76 303 , ``297` #204, 77ya "rH k g x211 z4 `¢ ,z,
vC1, stage 1 conf vol u�.. _ ��
vC2,std e 2 con"f'o k4 t f t, 4 ,,max ', .. I <
tC, single (s) 7.4 6.5 6.2 7.8 6.5 6.2 4.1 4.4
tF (s) 3.7 4.0 3.3 ° 4.1 4.0 3.3 2.2 2.4
PQ.49ueue free,=%a ` .. x .198 99E s,100.t 98,7A;99 , 98,E t 900 l`.#..„,'. ? .. , 99 ''.....x
cM capacity (veh/h) 581 610 991 33 529 614 841 1534 1234
VoltimeTotal'..}
Volume Left 11 9 0 8
cSH 630 672 1534 1234
Volume to Capacity_ `' `0 04 ,0,04 X100 FO 01,;,",,gitui
`
Queue Length (ft) 3 3 0 0
Control Delay,(s) r , _ 10 9: • 10 6 141.•0 0 0 8 _~�� �ii a. ,
Lane LOS B B A
Approach Dela s F
10 9 10;6s 0 0 '- D 8 #s 4 1'.: '""T,te 'ink 0`' `'
Approach LOS B B
Average Delay 1.8
Intersections`Capacity Utilization "",21 2% ICU Level of Service MA ` ,e. r . , .'
2021 PM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 2
LSCI NCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001 44— y4 ,- \*
Lane Configurations 4 t. V
Grade 0% 0% 0%
VOIUme,�Ve�t1)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Pedestrians
Lane:Width
Walking Speed (ft/s)
ee&Cent Blockage's ., S : . ..: .7r₹ ?" .> _ .,e.PI.'. a a. .. AV":_ , . . .
Right turn flare (veh)
Median storage veh)
vC conflicting:volume r g t u .,30. . g1`,. �.'
vC1, stage 1 conf vol
tC single(s) 4.1 6.4 6.2
tF (s) 2.2 3.5 3.3
p0:4ueue free
cM capacity (veh/h) 1625 989 1079
Volume Total 22 9 0
Volume
Volume Right 0 0 0
Volume to Capacity 0.00 0.01 0.00
� � ,-um y
QUeU@ Len th�'� "`� r ,=.Q: � �t "" w`i..:ro a .` i e �'-'}x.`�°f
9 C �. . � .�_ . .ate, � .d.�,•. . �.. .,. xh_ z .�.
Control Delay (s) 0.0 0.0 0.0
Approach Delay (s) 0.0 0.0 0.0
Avera a Dela 0 0 3 e}
Intersection Capacity Utilization 6.7% ICU Level of Service A
2021 PM Peak 5/8/2001 Background Synchro 5 Report
Bart Przybyl Page 3
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
3: SH 66 & WCR 19 5/8/2001
Lane Configurations 40 4, 4 4+
Sig ,C_dol Free * Y � ree� �� P .. Stop •
Grade 0% 0% 0% 0%
X ,f..�714 „4639., 31. d53 3377 . 4 ;28 '2C 1213 11 ` . 18 ,11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
oUTy o to veh/h). 5 .. 695 34 nc 58_.. 410 5 a. Tad"4. 30' 132 y2; 20 ; 71a
Pedestrians
fig_
Walking Speed (ft/s)
Right tu�ryn flare (veh)
one None
Median storage veh)
vC,corfct1ngvoliirnet`' 425 - =` fit„ .W728, `h 1 . 296 ''1282 ",,71;1 1421 "1291 417
vC1, stage 1 conf vol
VC2, sta e Z n)'•'V0 @s' .: -'. ., r�-r .: r nt 7 r $,. , +t"ra '= 3
tC, single (s) 4.1 4.4 7.1 6.6 6.2 7.3 6.6 6.2
t 2 stage(s) `' , '
tF (s) 2.2 2.5 3.5 4.1 3.3 3.7 4.1 3.3
p0 ct[12 e1ree°o* 99 2 s 73, s'79 7U1./:7',79 86, 98
cM capacity (veh/h) 1145 760 113 143 434 58 143 640
"mom' �® ,.h. .'.`tt' &` $ vet, +PV »q ``a 9 ""�;°'".'.'' .✓r izX` n y >�c`rr-may r i rr$+''� ay.• ,. ��'.-;;—q s.i it s.. - fr"`.
Volume Total 743 483 192 43
Volurge Left: hits ,.
Volume Right 34 15 132 12
Volume to Capacity 0.01 0.08 0.78 0.36
•
Control Delay (s) 0.4 2.1 58.0 51 2
Lane LOS A A �
Approach Delay (s) 0.4 2.1 58.0 51.2
Aver4 erDela `� " m 0 4 1. t x r "
9n Y._.� . r-, ��ss �<..r . � �. .P
Intersection Capacity Utilization 93 2% ICU Level of Service E
2021 PM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 1
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
6: WCR 28 & WCR 19 5/8/2001
w� �✓ Xf Yi"` � .. rgr My Y 5. ___
Lane Configurations 4, 4. 4. 4.
Si n Control r'!:;
Grade 0% 0% 0% 0%
Volume ve ilh s 15 8 ' 5 8 5y "_'13 a 182 # 12,E 7 69 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
HdurCyf#4 rate1veh/h) - -i6; s_ 9 . .. 9 .,," 14 " ,4 98 1'3 _ 7'81':;X::14:":"1-- 3
Pedestrians
Walking Speed (ft/s)
Percent Blockage � � _,
Right turn flare (veh)
Median type I x :.- ; Ong ,% f' spt on$. + rc;- " '4,
Median storage veh)
vCrconflichng Volume;33.22 311} "'t,326 307 , 204. rt,78 5 _' 211
vC1, stage 1 conf vol
•vC2 estage2 corifvol, :1 T,�- 'a
tC, single (s) 7.3 6.5 6.5 7.8 6.5 6.2 5.1 4.4
2
tC stage (S}" ' 3x F .
vs. ..
tF (s) 3.7 4.0 3.5 4.1 4.0 3.3 3.1 2.4
pO queueflees%o:` - ' 97 99 98 `. 98'. .x:99... 98 X100 dt Y 'f 99`:;.
cM capacity (veh/h)4 574 601 919 501 604 841 1075 1234
S )a{ 4� M w .3ti� sr .a5.rztc�" rv, '+ s s' . '+�"e'r. .,-,... .. .. ..
s s.. ..i'•�'d r,_.ave.cvx,. .a�,.,<.nrv'*�as".,.. ..,isws..,..m..,AeEs ,3 ;« a �
@ p�yib ay +:4. c (14O1 ".' `} i ll' Of. +[w" fi¢.-,xts,t45z"s%a.a"` {., ... l ;u. ,
i:�he'm,.� 'tW� �tW. .2. ;.n.:.,as, .S..,;i ""�-" a .11w �� ,:
Vol_urime Total' u. - X41 28 8215, ,: 86 *` }
Volume Left 16 9 4 8
Volume Fijgfiff17... 's?,9 E*.
cSH 681 655 1075 1234
Volume to Capacity _ .06 .04' 'S`0 90 ,40 01 a , . ' •, +" r .
Queue Length (ft) 5 3 0 0
Control Delay,(s)'y Ys10 6 10 7 0 2 t .0 7 .. ' „. "
Lane LOS B B A A
Approach Delay'(a) 1 6 , 10.7 0 2 z 0.7 !j.7:. a u ..`
Approach LOS B B
Average Delay 2.3
Intersection Capacity Utilization';+ : 221%/x,`"° ICU level of Service --. Ax.•
2021 PM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 2
LSCINCCS2-ST51
HCM Unsignalized Intersection Capacity Analysis
9: WCR 28 & Site Access 5/8/2001
t —IP- i—
Lane Configurations 4 1
S,�igrt Gontrot _ � , l=ree
..�...,,�.._..�....:�„... :: ...'.
Grade 0% 0% 0%
_ t' c r ..�gs"'�tr � 4.�t,��w�.n,f,��,zee•,
{{�•�q�� 0 ..,.'20- 8 5 17 , � � t..t .�3 ,.
sxifoar� MS'1.m-1,�LT'Ma}_.7. • - k _ ._ `i 3[.Ju... _. .•
...
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
HOu"'1r �!M.l i/ 0 22 9 �f s �O:S .v r_. F k �+° `KS ₹.t�.ti•���•yy .
Pedestrians
Walking Speed (ft/s)
h.. y, .. 4'f � . Y e
percent Blockage i' s� _ . .`.. :'^. a'' '� .
Right turn flare (veh)
Media ' M Nonew ��
. .u. . ..".bR'�[.4•.+��,Y�3e?... �_..-. • - .. •...•^ .�� .. c , d, _.v A'.r«�l�:�Y fia�I•�.S}:v'�'S ��... ,a'+.��Y 1..::7a:.i..r.:� ...pi' w
Median storage veh)
00 "ia14 < 14 t:: 0 •
vC1, stage 1 conf vol
_•� ^au:X«'LL �Y.v... �.,.. ..:... t.' '� .::_ri.,.�.�J a`���:: .t: ..:.se` .y..:�:.i�°"._'`[`a^.7i.' p A•.r�3:n'�_ � „%' ^.-x.ar. �
tC, single(s) 4.1 6.7 6.2
��` S R. ^`x ,i h
Y.,.��i .r,. , , •h�S.. ,�•[�.s^�.I.i�A'- .•J'r#v n••ti.Ltti..:��.� � t::•..,::��•�y>4F i -..
tF(s) 2.2 3.8 3.3
ya •rP ar, r.�, .v., u, c' a rye �v 'u x R '5;�` r i 4
("p Vii;,ue�e�:f�pp •X:...�;wi�'',10Q}}__'' :•;-x , , 98 _„-��00: ... _. . ' '=`�,.. .7
C- � '�J��..o•:.' :,1 -,. :...rte. �•,.:•::.�`":x•{ ''...:"`�.. ..,.r:.v.+r.,. ,r . ;•t ;R.:,....✓:!'4�::a >,b�,Jt'•4.>.�ii •_...... . .,.._ �a
cM capacity(veh/h) 1617 916 1075
Volume Total 22 14 18
Volume Left 0 ' 0
Volume Right 0 5 0
cSH�� .. , 1617700 9 6 t.f M+..."_ ...fi '`_:.zx ._,_.. ,<4'
Volume to Capacity 0.00 0.01 0.02 4
Queue'Len th ft 0: 0 2 `'{•ifyl�t�
g ( ) - - " '.�:h• ,......
Control Delay (s) 0.0 0.0 9.0
{d,,.. •ti« ;,,•x t : ,.x p' zky yan. x•.r r Te=54`� `Rr
Lan y K: c s } ` `+ a ..
R•.3•rr•.1..�.. • .: ,. . ._fi..
Approach Delay (s) 0.0 0.0 9.0
A roach'LOS �'�°! ' �,. • t≤'
pp ��{y 7}(p�+J��•- _ i!y��p r, ` ,; ad>_,;.tit, •.� fir-_. .r_.as -r
+C1CYR •df!'Ou ;���SIL'-`J.. .1:'-x"Yri .cr4'�M•..YM:la3if�-wWJ.=•1.5.A,,.+1•rtY:.i -J.L ::Ma..
Average Deiay"� 3 1
Intersection Capacity Utilization 13.3% ICU Level of Service A
yt' .�_ .S• �Y.f'c;.�:..a•s,. .,,��:� �"�iTr�� `��.�T •'�" T"� r��<.�'-: .�-- .�'ry:,ri;.,�:: -,r.'•.. „S..,`� ►:�,:,.,.�r�'..
k,tn':;c=' .u. .'ay;:: - :.L. .4 ..-F,e:.. r:>!�c•.:r" r�:::_:�tc. .r fr�.:.', s..F': 'yir:
4�t.. ,:..x.Y.��v':,a;.,: -.:r`::.::�.,..r.:.,::>.>-..:......,,.+�-•,�.-:;:'..-`:�,: :»s,. .��= aa.ta.:f::........,,. .�i4d...,;�.-�:;.,;,:9e.. ...r .,:'.a:.;`2z}i'�•..x•�.... ..._ .. ..... -:ar._......._'�
2021 PM Peak 5/8/2001 Total Synchro 5 Report
Bart Przybyl Page 3
LSCINCCS2-ST51
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