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Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Table of Contents
Executive Summary ____________________________________________________ 4
Project Description _____________________________________________________ 6
Study Methodology _____________________________________________________ 6
Existing Conditions _____________________________________________________ 9
Existing Traffic Data __________________________________________________ 10
Access _______________________________________________________________ 13
Trip Generation ______________________________________________________ 15
Trip Distribution & Assignment _________________________________________ 17
Existing Traffic Operations _____________________________________________ 21
Future Traffic Operations Without Project ________________________________ 23
Future Traffic Operations With Project___________________________________ 27
Turn Lane Analysis____________________________________________________ 32
Crash Analysis ________________________________________________________ 36
Conclusion ___________________________________________________________ 36
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Table of Figures
Figure 1 – Vicinity Map _________________________________________________ 7
Figure 2 – Site Plan _____________________________________________________ 8
Figure 3 – Existing Lane Configurations and Traffic Control _________________ 11
Figure 4 – Existing Weekday Peak Hour Traffic Volumes ____________________ 12
Figure 5 – Phase 1 (2022) Baseline Study Configuration and Traffic Control ____ 14
Figure 6 – Full Buildout (2027) Baseline Study Configuration and Traffic Control 16
Figure 7 – Weekday Peak Hour Trip Distribution __________________________ 18
Figure 8 – Phase 1 (2022) Weekday Peak Hour Trip Assignment ______________ 19
Figure 9 – Full Buildout (2027) Weekday Peak Hour Trip Assignment _________ 20
Figure 10 – 2022 Weekday Peak Hour Traffic Volumes Without Project _______ 24
Figure 11 – 2027 Weekday Peak Hour Traffic Volumes Without Project _______ 25
Figure 12 – 2022 Weekday Peak Hour Traffic Volumes With Project __________ 28
Figure 13 – 2027 Weekday Peak Hour Traffic Volumes With Project __________ 29
Figure 14 – Proposed Lane Configurations and Traffic Control _______________ 39
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
List of Tables
Table 1 – Phase 1 (2022) Site Generated Trips _____________________________ 17
Table 2 – Full Buildout (2027) Site Generated Trips_________________________ 17
Table 3 - Level of Service Criteria – Signalized Intersections _________________ 21
Table 4 – Level of Service Criteria – Un-signalized Intersections ______________ 22
Table 5 – Existing Weekday Peak Hour Levels of Service ____________________ 22
Table 6 – 2022 Weekday Peak Hour Levels of Service Without Project _________ 23
Table 7 – 2027 Weekday Peak Hour Levels of Service Without Project _________ 26
Table 8 – 2022 Weekday Peak Hour Levels of Service With Project ___________ 30
Table 9 – 2027 Weekday Peak Hour Levels of Service With Project ___________ 31
Table 10 – Right Turn Lane Warrants ____________________________________ 33
Table 11 – Calculated Queue Lengths ____________________________________ 35
Table 12 – Crash Analysis at Northern Parkway Ramps/Reems Road __________ 36
Appendix
Traffic Counts
Trip Generation Calculations
Capacity Calculations
Turn Lane Calculations
Crash Data
Prepared By:
Andrew Smigielski, PE, PTOE, PTP
Austin Kennedy, EIT
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
Executive Summary
The purpose of this traffic study is to evaluate the current and future transportation system
within the project study area surrounding the site without and with the proposed Hopewell
Reems industrial park. Hopewell Reems will be constructed in two phases. The first phase
proposed to complete two light industrial buildings totaling 556, 669 square feet by the
year 2022. The second phase of the project, which is dependent on changing future market
conditions, is assumed to construct three additional light industrial buildings totaling
1,014,860 square feet by the study horizon year of 2027.
Existing Traffic Data
All of the existing study intersections currently operate at an adequate level of service
(LOS) during the weekday AM and PM peak hours.
Future Traffic Data Without Project
The study intersections are anticipated to continue operating at an adequate LOS in 2022
and 2027 without traffic from the project.
Future Traffic Data With Project
All of the study intersections are expected to operate at an adequate LOS in 2022 and 2027
without and with traffic from the project.
Turn Lane Analysis
The left turn movements into the project site from Reems Road, Northern Avenue, and
Alsup Road can be accommodated within the proposed two-way center left turn lanes on
Reems Road, Northern Avenue, and Alsup Road.
An eastbound right turn lane is warranted at West Access/Northern Avenue.
The warranted southbound left turn lanes at North Building 5 Access/Alsup Road, Middle
Building 5 Access/Alsup Road, and South Building 5 Access/Alsup Road are expected to
have a minimum queue length of 50 feet.
In addition, the warranted eastbound right turn lane at West Access/Northern Avenue is
also expected to have a minimum queue length of 50 feet.
The warranted left and right turn lanes should be constructed to provide 160 feet of storage
per the Maricopa County Department of Transportation (MCDOT) Roadway Design
Manual.
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Crash Analysis
Crash history for all of the existing study intersections was obtained from the Arizona
Department of Transportation (ADOT) from 1 January 2017 to 31 December 2019. No
collisions were reported near the intersections of Reems Road/Northern Avenue,
Orangewood Avenue/Reems Road, or Alsup Road/Northern Avenue during the three-year
study period.
Eleven crashes were reported at the intersections of Northern Parkway Ramps/Reems Road
with four injuries and no fatalities during the three-year study period. The most common
crash type was single vehicle (eight crashes, 72% of total) followed by angle (one crash,
9% of total) and left turn (one crash, 9% of total). The observed crash patterns at this
intersection could be the result of multiple lane transitions on Reems Road near the
Northern Parkway Ramps that shifts cars from two-lanes, out to five lanes, and then back
down to a two-lane roadway within a quarter of a mile.
Recommendations
Reems Road and Northern Avenue are expected to be five-lane major arterials when built
to their ultimate pavement cross-section. Hopewell Reems is anticipated to construct half-
street improvements on the west side of Reems Road and the south side of Northern
Avenue along the project frontage prior to the opening year. It is recommended that the
interim pavement be striped to provide one through lane for each direction of travel with a
two-way center left turn lane. Additional pavement should be ‘striped out’ for future
improvements to tie into as development occurs in the area.
While Alsup Road will be widened to a three-lane pavement cross-section along the project
frontage, there is not adequate space to transition the roadway from two lanes, out to three
lanes, and then back down to two lanes. It is recommended for the Hopewell Reems project
to provide one through lane for each direction of travel on Alsup Road during the interim
condition and to ‘stripe out’ additional pavement to tie into future roadway improvements
north and south of the project frontage.
The warranted eastbound right turn lane at West Access/Northern Avenue should be
constructed to provide 160 feet of storage to meet MCDOT guidelines.
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
Project Description
Hopewell Development is proposing a new light industrial development on the northwest
corner of Orangewood Avenue/Reems Road in Glendale, Arizona. The vicinity of the project
is shown in Figure 1. The site will be located as shown in Figure 2. Hopewell Reems will be
constructed in two phases. The first phase will have two buildings providing a total of 536,669
square feet of light industrial space with an expected opening year of 2022. The development
of the second phase will depend on changing future market conditions. However, for the
purposes of this report, it is assumed that three more buildings will be constructed by 2027
with a total size of 1,014,860 square feet. The first phase of the site will be served by three
‘full’ access points on Reems Road. Phase 2 of the project is anticipated to have one additional
‘full’ access point on Reems Road, two ‘full’ access points on Northern Avenue, and three
‘full’ access points on Alsup Road.
The purpose of this traffic impact analysis is to:
•
Evaluate the current and future operational characteristics of the adjacent roadway network
surrounding the project site.
•
Estimate the traffic generation associated with the project and assign that traffic to the
existing roadway system.
•
Analyze future traffic operations at four existing intersections and nine proposed driveways
serving the project area.
•
Determine the need for auxiliary (left and right turn) lanes at the driveways that will serve
the project site.
The author of this report is a registered Professional Engineer (Civil) in the State of Arizona
having specific expertise and experience in the preparation of traffic impact analyses.
Study Methodology
In order to analyze and evaluate the potential traffic impacts of the proposed development, the
following tasks were undertaken:
•
Field observation of the proposed site and surrounding area was conducted to evaluate the
existing physical and operational characteristics of the adjacent roadway network.
•
Site traffic volumes generated by the proposed site were calculated using the Institute of
Transportation Engineers (ITE) Trip Generation Manual, 10th Edition, 2017.
•
Calculated site traffic was distributed based on existing traffic patterns and assigned to the
primary roadways within the project study limits.
•
Capacity analyses were performed for the existing conditions and future conditions without
and with the project based on an opening year of 2022 and a horizon year of 2027 using
methodology presented in the 2016 Highway Capacity Manual (HCM 6).
•
The need for auxiliary turn lanes at the study driveways were evaluated based on MCDOT
guidelines.
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Figure 1 – Vicinity Map
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Existing Conditions
Hopewell Reems will be located on undeveloped land on the northwest corner of
Orangewood Avenue/Reems Road in Glendale, Arizona. Luke Air Force Base is located
southeast of the project site.
Northern Parkway is an east/west aligned, access-controlled freeway between State Route
303 and Dysart Road. The pavement transitions northeast/southeast to align with Northern
Avenue between Litchfield Road and Dysart Road. Two through lanes are provided for
each direction of travel separated by a wide dirt median. The posted speed limit on Northern
Parkway near the project site is 55 mile per hour (mph). Eastbound and Westbound
Northern Parkway on/off-ramps provide access to/from Reems Road approximately one
mile north of the project site.
Northern Avenue is an east/west aligned principal arterial roadway providing one through
lane for each direction of travel. The alignment of Northern Parkway precludes through
traffic on Northern Avenue between Litchfield Road and Dysart Road. Overhead utilities
parallel the south side of Northern Avenue and the posted speed limit is 45 mph.
Reems Road is a north/south aligned principal arterial roadway between United States
Route 60 and Luke Air Force Base. The pavement provides one through lane for each
direction of travel near the project site and the posted speed limit is 45 mph. While MCDOT
considers this roadway a principal arterial in their Major Streets and Routes Plan (June
2011), Reems Road ends at Glendale Avenue due to Luke Air Force Base and is expected
to operate more similar to a minor arterial or major collector near the project site.
Alsup Road is a north/south aligned major collector roadway bordering the west side of the
project’s second phase. One through lane is provided for each direction of travel and the
posted speed limit on Alsup Road is 45 mph in the vicinity of the project. Overhead utilities
parallel the east side of the roadway.
Orangewood Avenue is an east/west aligned local road providing access to homes between
Alsup and Reems Road. The roadway is unpaved and wide enough to allow one through
lane for each direction of travel. There is no posted speed limit on Orangewood Avenue.
Eastbound and Westbound Northern Parkway Ramps/Reems Road are coordinated, four-
leg, signalized intersections that allow access to/from Northern Parkway. The northbound
left turn movements at Westbound Northern Parkway Ramps/Reems Road make use of
protected/permitted left turn phasing. Southbound left turns at Eastbound Northern
Parkway Ramps/Reems Road utilize protected-only left turn phasing. Pedestrian ramps and
crosswalks are available on all legs of the intersections except the south leg of Westbound
Northern Parkway Ramps/Reems Road and the north leg of Eastbound Northern Parkway
Ramps/Reems Road.
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Reems Road/Northern Avenue is a four-leg signalized intersection. All four approaches to the
intersection are provided with a left turn lane (permitted only left turn phasing) and a shared
through/right turn lane. Pedestrian ramps and crosswalks are available on each leg of the
intersection.
The study intersection locations, lane configurations, and intersection control are shown in
Figure 3.
Existing Traffic Data
In order to form a basis for analysis of the project impacts, weekday AM and PM peak hour
turning movement counts were conducted at the following intersections:
•
Eastbound Northern Parkway Ramps/Reems Road
•
Westbound Northern Parkway Ramps/Reems Road
•
Northern Avenue/Reems Road
•
Orangewood Avenue/Reems Road
The weekday turning movement counts were conducted from 7:00 AM to 9:00 AM and 4:00
PM to 6:00 PM. All traffic counts were collected in March 2021 while school was in session.
The results of the traffic counts are shown in Figure 4. Complete traffic count data can be
found in the Appendix.
Alsup Road is a two-lane road spanning approximately two miles between Northern Avenue
and Luke Air Force Base. The roadway currently serves low density homes and agricultural
land uses. Specific traffic counts were not taken on Alsup Road as the roadway is not
anticipated to have significant peak hour traffic volumes. In addition, traffic associated with
full buildout of the Hopewell Reems site is expected to outweigh any existing traffic on Alsup
Road.
The Maricopa Association of Governments (MAG) is collecting and analyzing traffic volume
data within Maricopa County as it relates to the impacts of COVID-19. The basis of their
analysis assumes that the average weekday traffic volumes in the first week of March 2020
were ‘normal’ traffic conditions, defined as 100%. Based on this assumption, MAG has
identified the following key trends:
•
The lowest number of vehicles on the regional freeways and arterial roads was
observed during the 2nd week of April 2020 as 63% of the ‘normal’ traffic volumes.
•
The number of vehicles on regional freeways and arterial roads increased to 87% of
‘normal’ traffic volumes during the third week of June 2020.
•
Traffic volumes decreased to below 80% of ‘normal’ in July 2020, and gradually
increased to 100% in the first week of March 2021.
MAG data shows ‘normal’ traffic has returned to freeways and principal arterials within
Maricopa County. As such, no specific COVID 19 adjustments were applied to the traffic data
collected for this analysis.
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Figure 3 – Existing Lane Configurations and Traffic Control
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Figure 4 – Existing Weekday Peak Hour Traffic Volumes
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Access
Access to Hopewell Reems will be provided by three ‘full’ access points on Reems Road
north of Orangewood Avenue. Eastbound traffic exiting the site will be STOP controlled
while northbound and southbound traffic on Reems Road will remain free flow.
Phase 1 – 2022
Half-street improvements will be completed on the west side of Reems Road along the
Hopewell Reems frontage as a part of the project. When completed Reems Road is assumed
to provide two through lanes for each direction of travel separated by a two-way center left
turn lane. Hopewell Reems will construct two southbound through lanes and a two-way
center left turn lane as a part of the project. Due to limited space for lane transitions through
the project frontage, the outermost southbound through lane will be ‘striped out’ for future
Reems Road improvements to tie into.
South Access, South Middle Access, and North Middle Access will be constructed on the
west side of Reems Road located approximately 200 feet, 725 feet, and 1,275 feet north of
Orangewood Avenue, respectively. Eastbound exiting the site from each of these access
points will be provided with a left turn lane and a right turn lane. Northbound traffic on
Reems Road will make use of proposed two-way center left lane and a through lane at each
of these access points. Southbound traffic on Reems Road will have a shared through/right
turn lane.
Figure 5 shows the locations, geometry and spacing for the phase 1 (2022) proposed access
points serving the project site that will serve as a baseline of analysis in the report.
Phase 2 – 2027
The south side of Northern Avenue will also be completed as a part of Phase 2 of the project
prior to the anticipated 2027 full buildout. When completed, Northern Avenue is
anticipated to have two through lanes in each direction of travel separated by a two-way
center left turn lane. Phase 2 of the Hopewell Reems project will construct two eastbound
through lanes and a two-way left turn lane; however, due to limited space for lane
transitions within the project frontage, the outermost eastbound through lane will be
‘striped out’ for future use when Northern Avenue is widened east and west of the project
site.
Alsup Road will also be improved to a three-lane pavement cross-section within the project
frontage as a part of Hopewell Reems phase 2. Alsup Road will be widened to provide one
through lane for each direction of travel separated by a two-way center left turn lane.
Phase 2 of the project will construct one additional ‘full’ access point on Reems Road, two
‘full’ access points on Northern Avenue, and three ‘full’ access points on Alsup Road.
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Figure 5 – Phase 1 (2022) Baseline Study Configuration and Traffic Control
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
North Access will be located on the west side of Reems Road approximately 575 feet south
of Northern Avenue. Eastbound traffic exiting the site will be STOP controlled and
provided with a left turn lane and a right turn lane. Northbound traffic on Reems Road will
make use of the two-way center left turn lane and a through lane. The southbound approach
to the intersection will have a shared through/right turn lane.
East Access and West Access will be located on the south side of Northern Avenue
approximately 675 and 1,300 feet west of Reems Road, respectively. The eastbound
approach to these access points will have a shared through/right turn lane. The westbound
approaches to these intersections will make use of the two-way center left turn lane and a
through lane. Northbound vehicles exiting the site from either access point will be STOP
controlled and provided with a left turn lane and a right turn lane.
North Building 5 Access, Middle Building 5 Access, and South Building 5 Access will all
be constructed on the east side of Alsup Road approximately 450, 800, and 1,150 feet south
of Northern Avenue, respectively. Westbound vehicles exiting the site from any of these
access points will be STOP controlled and make use of a left turn lane and a right turn lane.
The northbound approaches to these intersections will have a shared through/right turn
lane. Southbound traffic at each of these intersections will utilize a shared left turn/through
lane.
Through traffic on Reems Road, Northern Avenue, and Alsup Road will remain free flow.
Figure 6 shows the locations, geometry and spacing for the phase 2 (2027) proposed access
points serving the project site that will serve as a baseline of analysis in the report.
Trip Generation
Trip generation was developed utilizing nationally agreed upon data contained in the Institute
of Transportation Engineers (ITE) publication Trip Generation, 10th Edition, 2017. Hopewell
Reems will be constructed in two phases. The first phase will have two buildings providing a
total of 536,669 square feet of light industrial space with an expected opening year of 2022.
The development of the second phase will depend on changing future market conditions.
However, for the purposes of this report, it is assumed that three more buildings will be
constructed by 2027 with a total size of 1,014,860 square feet. The Hopewell Reems trip
generation was estimated for both phases of the project based on ITE Land Use Code 130 (LUC
130), Industrial Park. The result is the expected weekday trip generation for phase 1 and full
buildout of the project, as shown in Tables 1 and 2. The complete trip generation calculations
can be found in the Appendix.
Northern
Avenue
Reems Road
Northern
Parkway
Alsup Road
Middle South Access
South Access
Middle North Access
North Access
East Access
West Access
North Bldg 5
Access
Middle
Bldg 5
Access
South Bldg 5
Access
Orangewood
Avenue
LEGEND:
= Speed Limit
= Existing Road
= Existing Movement
= Traffic Signal
= Stop Sign
1
2
3
6
= Existing Road
= Existing Movement
8
New Access
5
New Access
4
New Access
7
New Access
9
New Access
N
2
1
3
8
9
10
12
13
14
5
4
6
7
10
New Access
12
New Access
New Access
New Access
13
14
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 6 - Full Buildout (2027) Baseline Study
Configuration and Traffic Control
11
11
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Table 1 – Phase 1 (2022) Site Generated Trips
Table 2 – Full Buildout (2027) Site Generated Trips
Trip Distribution & Assignment
Trip distribution for the project was based on existing traffic volume patterns near the
proposed site. Figure 7 shows the weekday trip distribution for the project as a percentage
of net new primary trips.
Figures 8 and 9 show the assignment of the Phase 1 (2022) and full buildout (2027) new
site generated trips to the project intersections within the study area.
Average Daily, Inbound (vtpd)
905
1,711
2,616
Average Daily, Outbound (vtpd)
905
1,711
2,616
Total Daily
1,810
3,422
5,232
AM Peak Hour, Inbound (vtph)
174
329
503
AM Peak Hour, Outbound (vtph)
41
77
118
Total AM Peak
215
406
621
PM Peak Hour, Inbound (vtph)
45
85
130
PM Peak Hour, Outbound (vtph)
170
321
491
Total PM Peak
215
406
621
Time Period
PHASE 1
536,669 squ. ft.
Industrial Park
PHASE 2
1,014,860 squ. ft.
Industrial Park
Total
vtpd - vehicle trips per day, vtph - vehicle trips per hour
Average Daily, Inbound (vtpd)
905
Average Daily, Outbound (vtpd)
905
Total Daily
1,810
AM Peak Hour, Inbound (vtph)
174
AM Peak Hour, Outbound (vtph)
41
Total AM Peak
215
PM Peak Hour, Inbound (vtph)
45
PM Peak Hour, Outbound (vtph)
170
Total PM Peak
215
vtpd - vehicle trips per day, vtph - vehicle trips per hour
Time Period
536,669 squ. ft.
Industrial Park
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Figure 7 – Weekday Peak Hour Trip Distribution
Traffic Impact Analysis
19
Hopewell Reems - Orangewood Avenue/Reems Road
Figure 8 – Phase 1 (2022) Weekday Peak Hour Trip Assignment
Northern
Avenue
Reems Road
Northern
Parkway
Alsup Road
Middle South Access
South Access
Middle North Access
North Access
East Access
West Access
North Bldg 5
Access
Middle
Bldg 5
Access
South Bldg 5
Access
Orangewood
Avenue
N
2
1
3
8
9
10
11
12
13
5
4
6
7
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 9 - Full Buildout (2027) Weekday Peak Hour
Trip Assignment
151 (39)
100 (25)
(49) 13
(98) 23
1
(14) 51
251 (64)
(147) 36
(148) 35
2
(144) 35
148 (39)
154 (39)
(151) 36
3
(31) 8
(20) 5
32 (8)
122 (31)
(6) 20
(120) 28
4
LEGEND:
XX = Weekday AM Peak Hour
(XX) = Weekday PM Peak Hour
= Existing Road
Vehicles Per Hour
= New Access
New Access
(60) 14
(39) 10
61 (16)
66 (35)
(11) 40
(66) 34
5
New Access
(19) 4
(14) 3
19 (5)
57 (69)
(4) 14
(58) 70
6
New Access
(41) 10
(27) 7
42 (10)
18 (73)
(7) 28
(21) 74
7
New Access
25 (100)
(28) 102
8
130 (34)
18 (5)
(126) 31
(3) 12
(12) 3
(18) 4
9
New Access
62 (27)
71 (19)
(61) 26
(10) 46
(46) 8
(68) 17
10
New Access
5 (20)
4 (13)
50 (68)
20 (5)
(51) 67
(4) 14
11
New Access
4 (18)
3 (12)
36 (76)
18 (5)
(37) 77
(3) 13
12
New Access
5 (20)
4 (13)
18 (83)
21 (5)
(20) 85
(4) 14
13
New Access
Traffic Impact Analysis
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Hopewell Reems - Orangewood Avenue/Reems Road
Existing Traffic Operations
Analysis of current intersection operations at Westbound Northern Parkway Ramps/Reems
Road and Eastbound Northern Parkway Ramps/Reems Road was conducted for the
weekday AM and PM peak hours using the nationally accepted methodology set forth in
the Highway Capacity Manual, Transportation Research Board, 2000 (HCM 2000). More
recent versions of HCM cannot be used to analyze these ‘clustered’ signalized intersection
less than 350 feet apart. The most recent version of the Highway Capacity Manual, HCM
6, was used to analyze the remaining study intersections. The computer software Synchro
10 was utilized to calculate the levels of service for individual movements and approaches
for both HCM 2000 and HCM 6.
LOS is a qualitative measure of the traffic operations at an intersection or on a roadway
segment. Level of service is ranked from LOS A, which signifies little or no congestion
and is the highest rank, to LOS F, which signifies congestion and jam conditions. LOS D
is typically considered adequate operation at signalized and un-signalized intersections in
developed areas.
At signalized intersections, level of service is calculated for each movement and then
summed in a weighted fashion to yield the LOS for the approach and for the intersections
as a whole. Criteria for level of service at signalized intersections are shown in Table 3.
Table 3 - Level of Service Criteria – Signalized Intersections
Level-of-Service
Average Total Delay
A
< 10.0 seconds/vehicle
B
> 10.0 and < 20.0 seconds/vehicle
C
> 20.0 and < 35.0 seconds/vehicle
D
> 35.0 and < 55.0 seconds/vehicle
E
> 55.0 and < 80.0 seconds/vehicle
F
> 80.0 seconds/vehicle
In calculating the levels of service, assumed signal timings were used at Westbound
Northern Parkway Ramps/Reems Road, Eastbound Northbound Parkway Ramps/Reems
Road, and Reems Road/Northern Avenue. These assumptions are as follows:
• Cycle length – 90 seconds
• Lane widths – 12 feet
• Approach grade – 0%
• Right turn on red allowed
At un-signalized intersections, level of service is predicted/calculated for those
movements, which must either stop for or yield to oncoming traffic and is based on average
control delay for the particular movement. Control delay is the portion of total delay
attributed to traffic control measures such as stop signs and traffic signals. The criteria for
level of service at un-signalized intersections are shown in Table 4.
Traffic Impact Analysis
22
Hopewell Reems - Orangewood Avenue/Reems Road
Table 4 – Level of Service Criteria – Un-signalized Intersections
Level-of-Service
Delay
A
< 10 seconds/vehicle
B
> 10 and < 15 seconds/vehicle
C
> 15 and < 25 seconds/vehicle
D
> 25 and < 35 seconds/vehicle
E
> 35 and < 50 seconds/vehicle
F
> 50 seconds/vehicle
Table 5 shows the existing levels of service that were calculated for the study intersections.
Complete capacity calculations are included in the Appendix.
Table 5 – Existing Weekday Peak Hour Levels of Service
As shown in Table 5, all of the existing study intersections currently operate at an adequate
LOS during the weekday peak hours.
LOS
Delay
LOS
Delay
Signalized Intersections
Westbound Northern Parkway Ramps/Reems Road
Overall Intersection
B
12.9
B
16.5
Westbound Left
D
40.8
D
39.3
Westbound Through
A
0.0
D
38.5
Westbound Right
D
40.9
D
39.2
Northbound Left
C
27.8
D
48.2
Northbound Through
A
1.0
A
0.8
Southbound Through
A
4.7
A
5.4
Southbound Through/Right
A
4.7
A
5.4
Eastbound Northern Parkway Ramps/Reems Road
Overall Intersection
C
27.5
C
22.4
Eastbound Left
D
43.8
D
42.9
Eastbound Through
A
0.0
A
0.0
Eastbound Right
D
39.9
D
40.8
Northbound Through
A
6.8
A
7.8
Northbound Through/Right
A
6.8
A
7.8
Southbound Left
D
46.3
D
39.2
Southbound Through
A
0.3
A
0.7
Reems Road/Northern Avenue
Overall Intersection
B
15.7
B
16.8
Eastbound Left
C
22.4
C
24.4
Eastbound Through/Right
C
23.9
B
19.7
Westbound Left
C
22.6
C
20.6
Westbound Through/Right
C
22.6
C
23.1
Northbound Left
A
2.1
A
3.6
Northbound Through/Right
A
2.0
A
3.5
Southbound Left
A
2.1
A
3.6
Southbound Through/Right
A
2.1
A
3.6
Un-Signalized Intersections
Orangewood Avenue/Reems Road
Eastbound Left
A
8.8
A
9.0
Eastbound Right
A
8.5
A
8.5
Northbound Left/Through
A
7.3
A
7.4
Delay - seconds per vehicle
Intersection
AM Peak
PM Peak
Traffic Impact Analysis
23
Hopewell Reems - Orangewood Avenue/Reems Road
Future Traffic Operations Without Project
In order to assess the impacts of the project on future traffic operations, traffic projections
were made for the opening year of 2022 and the horizon year of 2027. A review of
Maricopa County historical traffic data in the vicinity of the project showed increasing and
decreasing traffic volumes in the area. A 10% annual compounded traffic growth rate was
used to estimate the future 2022 and 2027 weekday peak hour traffic volumes without the
project, as shown in Figures 10 and 11.
As with the current volumes, levels of service were calculated for each of the intersections
in the study area for 2022 and 2027 without the project. Intersection levels of service for
2022 and 2027 without the project are shown in Tables 6 and 7. Complete capacity
calculations are included in the Appendix.
Table 6 – 2022 Weekday Peak Hour Levels of Service Without Project
LOS
Delay
LOS
Delay
Signalized Intersections
Westbound Northern Parkway Ramps/Reems Road
Overall Intersection
B
13.0
B
16.8
Westbound Left
D
40.7
D
39.0
Westbound Through
A
0.0
D
38.2
Westbound Right
D
40.8
D
38.8
Northbound Left
C
28.4
D
49.1
Northbound Through
A
1.0
A
0.8
Southbound Through
A
4.7
A
5.6
Southbound Through/Right
A
4.7
A
5.6
Eastbound Northern Parkway Ramps/Reems Road
Overall Intersection
C
26.7
C
22.3
Eastbound Left
D
44.0
D
42.9
Eastbound Through
A
0.0
A
0.0
Eastbound Right
D
39.7
D
40.6
Northbound Through
A
7.9
A
8.0
Northbound Through/Right
A
7.9
A
8.0
Southbound Left
D
43.4
D
38.9
Southbound Through
A
0.4
A
0.8
Reems Road/Northern Avenue
Overall Intersection
B
15.4
B
16.9
Eastbound Left
C
22.5
C
24.8
Eastbound Through/Right
C
23.4
B
19.4
Westbound Left
C
22.6
C
20.5
Westbound Through/Right
C
22.4
C
23.0
Northbound Left
A
2.2
A
4.0
Northbound Through/Right
A
2.2
A
3.8
Southbound Left
A
2.3
A
4.0
Southbound Through/Right
A
2.2
A
3.9
Un-Signalized Intersections
Orangewood Avenue/Reems Road
Eastbound Left
A
8.8
A
9.1
Eastbound Right
A
8.5
A
8.6
Northbound Left/Through
A
7.3
A
7.4
Delay - seconds per vehicle
Intersection
AM Peak
PM Peak
Traffic Impact Analysis
24
Hopewell Reems - Orangewood Avenue/Reems Road
Figure 10 – 2022 Weekday Peak Hour Traffic Volumes Without Project
Traffic Impact Analysis
25
Hopewell Reems - Orangewood Avenue/Reems Road
Figure 11 – 2027 Weekday Peak Hour Traffic Volumes Without Project
Traffic Impact Analysis
26
Hopewell Reems - Orangewood Avenue/Reems Road
Table 7 – 2027 Weekday Peak Hour Levels of Service Without Project
As shown in Tables 6 and 7, all of the study intersections are anticipated to continue
operating at an adequate LOS in 2022 and 2027 without traffic from the project.
LOS
Delay
LOS
Delay
Signalized Intersections
Westbound Northern Parkway Ramps/Reems Road
Overall Intersection
B
13.3
B
17.5
Westbound Left
D
39.5
D
38.1
Westbound Through
A
0.0
D
37.0
Westbound Right
D
39.8
D
38.1
Northbound Left
C
27.1
D
47.6
Northbound Through
A
0.8
A
1.0
Southbound Through
A
5.7
A
7.3
Southbound Through/Right
A
5.7
A
7.3
Eastbound Northern Parkway Ramps/Reems Road
Overall Intersection
C
23.2
C
24.3
Eastbound Left
D
41.4
D
43.5
Eastbound Through
A
0.0
A
0.0
Eastbound Right
D
37.4
D
43.5
Northbound Through
A
9.8
D
40.1
Northbound Through/Right
A
9.8
A
9.1
Southbound Left
D
34.6
D
43.4
Southbound Through
A
0.7
A
0.9
Reems Road/Northern Avenue
Overall Intersection
B
15.4
B
17.2
Eastbound Left
C
22.9
C
27.5
Eastbound Through/Right
C
23.0
B
17.7
Westbound Left
C
23.2
B
19.7
Westbound Through/Right
C
21.7
C
22.3
Northbound Left
A
3.1
A
6.9
Northbound Through/Right
A
2.9
A
6.4
Southbound Left
A
3.1
A
6.9
Southbound Through/Right
A
3.1
A
6.6
Un-Signalized Intersections
Orangewood Avenue/Reems Road
Eastbound Left
A
8.9
A
9.3
Eastbound Right
A
8.5
A
8.7
Northbound Left/Through
A
7.3
A
7.4
Delay - seconds per vehicle
Intersection
AM Peak
PM Peak
Traffic Impact Analysis
27
Hopewell Reems - Orangewood Avenue/Reems Road
Future Traffic Operations With Project
In order to assess the impacts of the project on future traffic operations, levels of service
were calculated for each project intersection in 2022 and 2027 with the corresponding
phase of the project. Weekday peak hour traffic volumes for 2022 and 2027 without the
project were combined with the estimated trips generated by the project to yield weekday
peak hour traffic volumes with the project. The weekday peak hour traffic volumes with
the project in 2022 and 2027 are shown in Figures 12 and 13.
Weekday intersection levels of service for 2022 and 2027, with the project, were then
calculated as shown in Tables 8 and 9. Complete capacity calculations are included in the
Appendix.
As shown in Tables 8 and 9, all of the study intersections are anticipated to operate at an
adequate LOS in 2022 and 2027 without and with traffic from the project.
Traffic Impact Analysis
28
Hopewell Reems - Orangewood Avenue/Reems Road
Figure 12 – 2022 Weekday Peak Hour Traffic Volumes With Project
Northern
Avenue
Reems Road
Northern
Parkway
Alsup Road
Middle South Access
South Access
Middle North Access
North Access
East Access
West Access
North Bldg 5
Access
Middle
Bldg 5
Access
South Bldg 5
Access
Orangewood
Avenue
N
2
1
3
8
9
10
11
12
13
5
4
6
7
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 13 - 2027 Weekday Peak Hour Traffic Volumes
With Project
117 (222)
0 (3)
157 (62)
39 (90)
350 (280)
(67) 22
(227) 122
1
(28) 57
(0) 0
(30) 69
348 (165)
151 (188)
(259) 87
(164) 47
2
18 (58)
83 (246)
9 (25)
(183) 65
(128) 129
(4) 5
208 (105)
166 (60)
39 (34)
(6) 3
(170) 54
(44) 19
3
(31) 8
(20) 5
32 (8)
148 (81)
(6) 20
(189) 68
4
LEGEND:
XX = Weekday AM Peak Hour
(XX) = Weekday PM Peak Hour
= Existing Road
Vehicles Per Hour
= New Access
New Access
(60) 14
(39) 10
61 (16)
87 (83)
(11) 40
(125) 63
5
New Access
(19) 4
(14) 3
19 (5)
78 (117)
(4) 14
(117) 99
6
New Access
(41) 10
(27) 7
42 (10)
39 (121)
(7) 28
(80) 103
7
New Access
(6) 8
(3) 3
0 (5)
46 (143)
(3) 1
(81) 123
8
276 (352)
18 (5)
(297) 195
(3) 12
(12) 3
(18) 4
9
New Access
208 (345)
71 (19)
(232) 190
(10) 46
(46) 8
(68) 17
10
New Access
5 (20)
4 (13)
50 (68)
20 (5)
(51) 67
(4) 14
11
New Access
4 (18)
3 (12)
36 (76)
18 (5)
(37) 77
(3) 13
12
New Access
5 (20)
4 (13)
18 (83)
21 (5)
(20) 85
(4) 14
13
New Access
Traffic Impact Analysis
30
Hopewell Reems - Orangewood Avenue/Reems Road
Table 8 – 2022 Weekday Peak Hour Levels of Service With Project
LOS
Delay
LOS
Delay
LOS
Delay
LOS
Delay
Signalized Intersections
Westbound Northern Parkway Ramps/Reems Road
Overall Intersection
B
13.0
B
16.8
B
16.3
B
17.7
Westbound Left
D
40.7
D
39.0
D
41.4
D
39.4
Westbound Through
A
0.0
D
38.2
A
0.0
D
37.8
Westbound Right
D
40.8
D
38.8
D
37.7
D
38.4
Northbound Left
C
28.4
D
49.1
D
37.6
D
46.7
Northbound Through
A
1.0
A
0.8
A
2.4
A
0.9
Southbound Through
A
4.7
A
5.6
A
6.0
A
7.2
Southbound Through/Right
A
4.7
A
5.6
A
6.0
A
7.2
Eastbound Northern Parkway Ramps/Reems Road
Overall Intersection
C
26.7
C
22.3
B
18.2
C
20.1
Eastbound Left
D
44.0
D
42.9
D
41.4
D
42.9
Eastbound Through
A
0.0
A
0.0
A
0.0
A
0.0
Eastbound Right
D
39.7
D
40.6
D
38.6
A
40.6
Northbound Through
A
7.9
A
8.0
A
8.5
A
8.3
Northbound Through/Right
A
7.9
A
8.0
A
8.5
A
8.6
Southbound Left
D
43.4
D
38.9
C
33.7
D
45.1
Southbound Through
A
0.4
A
0.8
A
1.9
A
1.1
Reems Road/Northern Avenue
Overall Intersection
B
15.4
B
16.9
B
11.4
B
14.1
Eastbound Left
C
22.5
C
24.8
C
22.5
C
24.8
Eastbound Through/Right
C
23.4
B
19.4
C
23.4
B
19.4
Westbound Left
C
22.6
C
20.5
C
22.6
C
20.5
Westbound Through/Right
C
22.4
C
23.0
C
22.4
C
23.0
Northbound Left
A
2.2
A
4.0
A
2.6
A
4.1
Northbound Through/Right
A
2.2
A
3.8
C
2.2
A
4.3
Southbound Left
A
2.3
A
4.0
C
2.3
A
4.6
Southbound Through/Right
A
2.2
A
3.9
C
2.6
A
4.0
Un-Signalized Intersections
Orangewood Avenue/Reems Road
Eastbound Left
A
8.8
A
9.1
A
9.5
A
9.7
Eastbound Right
A
8.5
A
8.6
A
8.6
A
8.9
Northbound Left/Through
A
7.3
A
7.4
A
7.4
A
7.5
North Middle Access/Reems Road
Eastbound Left
B
10.1
B
10.1
Eastbound Right
A
9.0
A
8.8
Northbound Left
A
7.7
A
7.5
South Middle Access/Reems Road
Eastbound Left
A
9.8
A
9.9
Eastbound Right
A
8.8
A
8.9
Northbound Left
A
7.5
A
7.5
South Access/Reems Road
Eastbound Left
A
9.9
B
10.0
Eastbound Right
A
8.7
A
9.0
Northbound Left
A
7.5
A
7.5
Delay - seconds per vehicle
N/A
N/A
N/A
N/A
N/A
N/A
PM Peak
Intersection
2022 Without Project
2022 With Project
AM Peak
PM Peak
AM Peak
Traffic Impact Analysis
31
Hopewell Reems - Orangewood Avenue/Reems Road
Table 9 – 2027 Weekday Peak Hour Levels of Service With Project
LOS
Delay
LOS
Delay
LOS
Delay
LOS
Delay
Signalized Intersections
Westbound Northern Parkway Ramps/Reems Road
Overall Intersection
B
13.3
B
17.5
B
19.6
B
19.0
Westbound Left
D
39.5
D
38.1
D
40.6
D
38.8
Westbound Through
A
0.0
D
37.0
A
0.0
D
35.6
Westbound Right
D
39.8
D
38.1
C
31.6
D
36.7
Northbound Left
C
27.1
D
47.6
D
43.6
D
51.0
Northbound Through
A
0.8
A
1.0
A
4.5
A
1.3
Southbound Through
A
5.7
A
7.3
B
10.8
A
9.5
Southbound Through/Right
A
5.7
A
7.3
B
10.8
A
9.5
Eastbound Northern Parkway Ramps/Reems Road
Overall Intersection
C
23.2
C
24.3
B
18.9
B
18.6
Eastbound Left
D
41.4
D
43.5
D
41.4
D
41.1
Eastbound Through
A
0.0
A
0.0
A
0.0
A
0.0
Eastbound Right
D
37.4
D
43.5
D
37.6
D
39.0
Northbound Through
A
9.8
D
40.1
B
10.3
B
11.0
Northbound Through/Right
A
9.8
A
9.1
B
10.3
B
11.0
Southbound Left
D
34.6
D
43.4
D
43.2
D
43.5
Southbound Through
A
0.7
A
0.9
A
3.2
A
1.8
Reems Road/Northern Avenue
Overall Intersection
B
15.4
B
17.2
B
11.6
B
17.5
Eastbound Left
C
22.9
C
27.5
C
23.2
C
28.8
Eastbound Through/Right
C
23.0
B
17.7
C
21.2
B
14.3
Westbound Left
C
23.2
B
19.7
C
22.3
B
16.1
Westbound Through/Right
C
21.7
C
22.3
C
20.4
B
17.0
Northbound Left
A
3.1
A
6.9
A
6.4
B
14.6
Northbound Through/Right
A
2.9
A
6.4
A
3.6
B
14.1
Southbound Left
A
3.1
A
6.9
A
4.0
B
16.3
Southbound Through/Right
A
3.1
A
6.6
A
5.8
B
13.6
Un-Signalized Intersections
Orangewood Avenue/Reems Road
Eastbound Left
A
8.9
A
9.3
A
9.8
B
10.1
Eastbound Right
A
8.5
A
8.7
A
8.7
A
9.2
Northbound Left/Through
A
7.3
A
7.4
A
7.4
A
7.7
North Access/Reems Road
Eastbound Left
B
10.4
B
10.7
Eastbound Right
A
9.4
A
9.0
Northbound Left
A
7.8
A
7.5
North Middle Access/Reems Road
Eastbound Left
B
10.5
B
10.7
Eastbound Right
A
9.1
A
9.1
Northbound Left
A
7.8
A
7.6
South Middle Access/Reems Road
Eastbound Left
B
10.0
B
10.3
Eastbound Right
A
8.9
A
9.1
Northbound Left
A
7.6
A
7.6
South Access/Reems Road
Eastbound Left
B
10.2
B
10.4
Eastbound Right
A
8.8
A
9.3
Northbound Left
A
7.6
A
7.6
East Access/Northern Avenue
Westbound Left
A
7.9
A
8.1
Northbound Left
B
11.9
B
12.8
Northbound Right
A
9.6
B
10.5
West Access/Northern Avenue
Westbound Left
A
8.1
A
8.0
Northbound Left
B
14.8
C
16.1
Northbound Right
A
9.8
B
10.5
North Building 5 Access/Alsup Road
Westbound Left
A
9.8
A
9.7
Westbound Right
A
8.8
A
8.8
Southbound Left/Through
A
7.5
A
7.4
Middle Building 5 Access/Alsup Road
Westbound Left
A
9.7
A
9.6
Westbound Right
A
8.9
A
8.7
Southbound Left/Through
A
7.5
A
7.4
South Building 5 Access/Alsup Road
Westbound Left
A
9.7
A
9.6
Westbound Right
A
8.9
A
8.6
Southbound Left/Through
A
7.6
A
7.4
Delay - seconds per vehicle
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Intersection
2027 Without Project
2027 With Project
AM Peak
PM Peak
AM Peak
PM Peak
Traffic Impact Analysis
32
Hopewell Reems - Orangewood Avenue/Reems Road
Turn Lane Analysis
A key element of this traffic statement is to determine if right or left turn lanes are required
at the intersections providing direct access to the proposed project site. City of Glendale’s
2015 Engineering Design & Construction Standards (March 2014) only states that
auxiliary turn lanes “may be required, as determined by the Transportation Engineer,” and
does not provide specific warrants for the inclusion of left or right turn lanes at project
driveways. However, the City of Glendale also utilizes the turn lane warrants provided in
MCDOT’s Roadway Design Manual (February 2020) was used to determine the need for
turn lanes at the proposed access points. It should be noted that the left turn movements
into the project site from Reems Road, Northern Avenue, and Alsup Road can be
accommodated within the proposed two-way center left turn lanes on Reems Road,
Northern Avenue, and Alsup Road.
Per MCDOT’s Roadway Design Manual, a driveway right turn deceleration lane is
required when either of the following are met:
• The outside lane has an expected volume of 250 vehicles per hour (vph) or greater
and the right turn volume is greater than 55 vph.
• Any three of the below criteria are met:
a. At least 5,000 vehicles per day are using or are expected to be using the adjacent
street.
b. The roadway’s posted speed limit is greater than 35 mph.
c. At least 1,000 vehicles per day are using or are expected to use the driveway.
d. At least 30 vehicles are expected to make right-turns into the driveway within
a one-hour period.
When needed, turn lanes remove the slowing turning traffic from the through traffic stream,
improving capacity. Table 10 show the locations that were evaluated for right turn lanes
based on traffic volumes in 2027 with the project.
As shown in Table 10, an eastbound right turn lane is warranted at West Access/Northern
Avenue.
Queue lengths were calculated at the site driveways and at the adjacent intersections of
Northern Parkway Ramps/Reems Road and Reems Road/Northern Avenue to determine if
any queue overlap is expected to occur using the following methods as recommended in A
Policy of Geometric Design of Highways and Streets (AASHTO Green Book, 2018).
For signalized intersections, storage for vehicles should be based on one and a half to two
times the number of vehicles that would store per cycle.
Vehicles per cycle = 2 x (vehicles/hour)/cycles/hour
Storage length = vehicles per hour/cycle x 25 feet
Traffic Impact Analysis
33
Hopewell Reems - Orangewood Avenue/Reems Road
Table 10 – Right Turn Lane Warrants
For un-signalized intersections, storage for vehicles likely to arrive in an average two-
minute period within the peak hour should be provided based on the following equations.
Table 9-22 within the 2018 AASHTO Green Book tabularizes these equations based on
85th percentile critical gap acceptance and typical driver behaviors.
𝑐= 𝑉0𝑒
−𝑉0𝑡𝑐
3600
1 −𝑒
−𝑉0𝑡𝑓
3600
Where:
c = left-turn capacity, vehicles per hour
V0 = major-road volume conflicting with the minor movement, assumed to be equal to
one-half of the two-way major-road volume, vehicles per hour
tc = critical gap, seconds
tf = follow-up gap, seconds
AM
148
180
32
PM
81
89
8
AM
87
93
6
PM
83
99
16
AM
78
97
19
PM
117
122
5
AM
39
81
42
PM
121
131
10
AM
195
207
12
PM
297
300
3
AM
190
236
46
PM
232
242
10
AM
67
81
14
PM
51
55
4
AM
77
90
13
PM
37
40
3
AM
85
99
14
PM
20
24
4
*mainline daily traffic assumed based on weekday peak hour traffic volumes and an assumed 10% K factor
North Middle Access/Reems
Road
Southbound
45
1
Turn Lane
Warranted?
Right Turn Lane Warrant Criteria
Outside
Lane vph
per lane
(vph/l)
Mainline
Daily
Traffic
(vpd)*
<5,000
No
No
Intersection
Direction
Speed
Limit
(mph)
Number of
Through
Lanes
Peak
Hour
Turning
Volume
(vph)
<5,000
Driveway
Daily
Traffic
(vpd)
560
1,050
North Access/Reems Road
Southbound
45
1
Volume
Advancing
(vph)
350
No
South Middle Access/Reems
Road
Southbound
45
1
<5,000
720
No
East Access/Northern Avenue
Eastbound
45
1
<5,000
320
No
South Access/Reems Road
Southbound
45
1
<5,000
1,210
Yes
North Building 5
Access/Alsup Road
Northbound
45
1
<5,000
350
No
West Access/Northern
Avenue
Eastbound
45
1
<5,000
320
No
South Building 5
Access/Alsup Road
Northbound
45
1
<5,000
350
No
Middle Building 5
Access/Alsup Road
Northbound
45
1
<5,000
Traffic Impact Analysis
34
Hopewell Reems - Orangewood Avenue/Reems Road
𝑆𝐿= {𝑙𝑛[𝑃(𝑛> 𝑁)]
𝑙𝑛[𝑣
𝑐]
−1} × 𝑉𝐿
Where:
SL = storage length, feet
P(n>N) = probability of turn-lane overflow
v = left-turn vehicle volume, vehicles per hour
c = left-turn capacity, vehicles per hour
VL = average length per vehicle, feet
Table 11 shows the calculated queue lengths for the warranted turn lanes at the study
intersections based on 2027 weekday peak hour traffic volumes with traffic from the
project. Queue lengths were also calculated at adjacent intersections to determine if any
queue overlap is expected to occur. The computed values are typically rounded to the
nearest 25 feet. Complete queue length calculations are available in the Appendix.
As shown in Table 11, the warranted southbound left turn lanes at North Building 5
Access/Alsup Road, Middle Building 5 Access/Alsup Road, and South Building 5
Access/Alsup Road are expected to have a minimum queue length of 50 feet.
In addition, the warranted eastbound right turn lane at West Access/Northern Avenue is
also expected to have a minimum queue length of 50 feet.
The warranted left and right turn lanes should be constructed to provide 160 feet of storage
per the MCDOT Roadway Design Manual.
No queue overlap is anticipated to occur between the project driveways and the nearby
study intersections.
Traffic Impact Analysis
35
Hopewell Reems - Orangewood Avenue/Reems Road
Table 11 – Calculated Queue Lengths
.
NB
SB
EB
WB
NB
SB
EB
WB
Westbound Northern Parkway Ramps/Reems Road
Turning Volume (vph)
67
Scalculated =
84
Srounded = 100
Eastbound Northern Parkway Ramps/Reems Road
Turning Volume (vph)
164
Scalculated =
205
Srounded =
225
Reems Road/Northern Avenue
Turning Volume (vph)
6
183
Scalculated =
8
229
Srounded =
25
250
North Access/Reems Road
Turning Volume (vph)
20
Scalculated =
50
Srounded =
50
North Middle Access/Reems Road
Turning Volume (vph)
40
Scalculated =
50
Srounded =
50
South Middle Access/Reems Road
Turning Volume (vph)
97
Scalculated =
50
Srounded =
50
South Access/Reems Road
Turning Volume (vph)
28
Scalculated =
50
Srounded =
50
East Access/Northern Avenue
Turning Volume (vph)
18
Scalculated =
50
Srounded =
50
West Access/Northern Avenue
Turning Volume (vph)
71
46
Scalculated =
50
50
Srounded =
50
50
North Building 5 Access/Alsup Road
Turning Volume (vph)
20
Scalculated =
50
Srounded =
50
Middle Building 5 Access/Alsup Road
Turning Volume (vph)
18
Scalculated =
50
Srounded =
50
South Building 5 Access/Alsup Road
Turning Volume (vph)
21
Scalculated =
50
Srounded =
50
Intersection
Right Turn Storage
S - storage in feet, vph - vehicles per hour
Left Turn Storage
Traffic Impact Analysis
36
Hopewell Reems - Orangewood Avenue/Reems Road
Crash Analysis
Crash history for all of the existing study intersections was obtained from ADOT from 1
January 2017 to 31 December 2019. The results of the crash analysis at the five existing
study intersections are shown in Table 12. No collisions were reported near the
intersections of Reems Road/Northern Avenue, Orangewood Avenue/Reems Road, or
Alsup Road/Northern Avenue during the three-year study period. An expanded summary
of the crash data can be found in the Appendix.
Table 12 – Crash Analysis at Northern Parkway Ramps/Reems Road
Table 12 shows there were eleven reported crashes with four injuries and no fatalities at
the intersection of Northern Parkway Ramps/Reems Road during the three-year study
period. The most common crash type was single vehicle (eight crashes, 72% of total)
followed by angle (one crash, 9% of total) and left turn (one crash, 9% of total). The
observed crash patterns at this intersection could be the result of multiple lane transitions
on Reems Road near the Northern Parkway Ramps that shifts cars from a two-lanes, out to
five lanes, and then back down to a two-lane roadway within a quarter of a mile.
It should be noted that this crash summary only includes crashes where a police officer was
contacted and wrote a report, otherwise, there is no record of the incident. It is possible that
other minor crashes occurred in the area where the Police Department was not contacted,
and no official record of these crashes exists.
Conclusion
When fully completed, the proposed Hopewell Reems project is predicted to generate an
additional 5,232 vehicle trips per day (vtpd) on weekdays to the adjacent street system from
the new project site. Fifty percent of these new trips (2,616 vehicle trips) will be into the
project and fifty percent will be out of the project.
All of the existing study intersections currently operate at an adequate LOS during the
weekday AM and PM peak hours.
The study intersections are anticipated to continue operating at an adequate LOS in 2022
and 2027 without traffic from the project.
Angle
Left Turn
Rear-End
Sideswipe
Single
Vehicle
Head On
Other
2017
0
0
0
0
0
0
0
0
0
0
2018
0
1
0
0
2
0
1
0
1
4
2019
1
0
0
0
6
0
0
0
3
7
3-Year Total
1
1
0
0
8
0
1
0
4
11
Year
Crash Type
Fatal
Injury
Crash
Totals
Traffic Impact Analysis
37
Hopewell Reems - Orangewood Avenue/Reems Road
All of the study intersections are expected to operate at an adequate LOS in 2022 and 2027
without and with traffic from the project.
The left turn movements into the project site from Reems Road, Northern Avenue, and
Alsup Road can be accommodated within the proposed two-way center left turn lanes on
Reems Road, Northern Avenue, and Alsup Road.
Southbound left turn lanes are warranted at the access points on Alsup Road (North
Building 5 Access, Middle Building 5 Access, and South Building 5 Access.
An eastbound right turn lane is warranted at West Access/Northern Avenue.
The warranted southbound left turn lanes at North Building 5 Access/Alsup Road, Middle
Building 5 Access/Alsup Road, and South Building 5 Access/Alsup Road are expected to
have a minimum queue length of 50 feet.
In addition, the warranted eastbound right turn lane at West Access/Northern Avenue is
also expected to have a minimum queue length of 50 feet.
The warranted left and right turn lanes should be constructed to provide 160 feet of storage
per the Maricopa County Department of Transportation (MCDOT) Roadway Design
Manual.
Crash history for all of the existing study intersections was obtained from ADOT from 1
January 2017 to 31 December 2019. No collisions were reported near the intersections of
Reems Road/Northern Avenue, Orangewood Avenue/Reems Road, or Alsup
Road/Northern Avenue during the three-year study period.
Eleven crashes were reported at the intersections of Northern Parkway Ramps/Reems Road
with four injuries and no fatalities during the three-year study period. The most common
crash type was single vehicle (eight crashes, 72% of total) followed by angle (one crash,
9% of total) and left turn (one crash, 9% of total). The observed crash patterns at this
intersection could be the result of multiple lane transitions on Reems Road near the
Northern Parkway Ramps that shifts cars from two-lanes, out to five lanes, and then back
down to a two-lane roadway within a quarter of a mile.
Reems Road and Northern Avenue are expected to be five-lane major arterials when built
to their ultimate pavement cross-section. Hopewell Reems is anticipated to construct half-
street improvements on the west side of Reems Road and the south side of Northern
Avenue along the project frontage prior to the opening year. It is recommended that the
interim pavement be striped to provide one through lane for each direction of travel with a
two-way center left turn lane. Additional pavement should be ‘striped out’ for future
improvements to tie into as development occurs in the area.
Traffic Impact Analysis
38
Hopewell Reems - Orangewood Avenue/Reems Road
While Alsup Road will be widened to a three-lane pavement cross-section along the project
frontage, there is not adequate space to transition the roadway from two lanes, out to three
lanes, and then back down to two lanes. It is recommended for the Hopewell Reems project
to provide one through lane for each direction of travel on Alsup Road during the interim
condition and to ‘stripe out’ additional pavement to tie into future roadway improvements
north and south of the project frontage.
Proposed lane configurations and traffic control are shown in Figure 14.
P:\projects 2021\21045 - hopewell reems (glendale)\traffic analysis\report\initial\hr tia SEALED 210429.docx
Northern
Avenue
Reems Road
Northern
Parkway
Alsup Road
Middle South Access
South Access
Middle North Access
North Access
East Access
West Access
North Bldg 5
Access
Middle
Bldg 5
Access
South Bldg 5
Access
Orangewood
Avenue
LEGEND:
= Speed Limit
= Existing Road
= Existing Movement
= Traffic Signal
= Stop Sign
1
2
3
6
= Existing Road
= Existing Movement
8
New Access
5
New Access
4
New Access
7
New Access
9
New Access
N
2
1
3
8
9
10
12
13
14
5
4
6
7
10
New Access
12
New Access
New Access
New Access
13
14
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 14 - Proposed Lane Configurations and Traffic
Control
11
11
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
APPENDIX
Traffic Counts
Trip Generation Calculations
Capacity Calculations
Turn Lane Calculations
Crash Data
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
APPENDIX
Traffic Counts
Intersection Turning Movement
Prepared by:
N
0
112
191
AM
MD
PM
TOTAL
TOTAL
AM
MD
PM
48
0
0
0
0
0
0
0
0
0
0
MD
AM
700AM
-
NOON
-
PM
400PM
-
AM PEAK HOUR
NOON PEAK HOUR
PM PEAK HOUR
415 PM
800 AM
900AM
600PM
TMC SUMMARY OF Reems Rd & EB Northern Pkwy Ramps
EB Northern Pkwy Ramps
APPROACH LANES
10
APPROACH LANES
APPROACH LANES
32
0
AM
85
TOTAL
PM
AM
0
0
92
16
0
MD
55
0
16
Reems Rd
9
APPROACH LANES
29
TOTAL
LOCATION #:
9
MD
0
63
CONTROL
Signal
Project #:
21-1137-003
19
Reems Rd
EB Northern Pkwy Ramps
PM
106
0
57
Day
Reems Rd & EB Northern Pkwy Ramps
21-1137-003
(Intersection Name)
TURNING MOVEMENT COUNT
WEDNESDAY
7
03/10/21
Date
COUNT PERIODS
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0
2
0
1
1
0
1
1
1
0
0
0
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
0
5
0
24
12
0
13
0
2
0
0
0
56
7:15 AM
0
3
0
24
11
0
8
0
2
0
0
0
48
7:30 AM
0
10
0
30
8
0
10
0
2
0
0
0
60
7:45 AM
0
7
1
19
6
0
10
0
2
0
0
0
45
8:00 AM
0
10
2
31
12
0
7
0
3
0
0
0
65
8:15 AM
0
5
2
22
13
0
4
0
1
0
0
0
47
8:30 AM
0
6
3
13
24
0
11
0
4
0
0
0
61
8:45 AM
0
8
0
19
6
0
10
0
2
0
0
0
45
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
0
54
8
182
92
0
73
0
18
0
0
0
427
Approach %
0.00
87.10
12.90
66.42
33.58
0.00
80.22
0.00
19.78 #### #### ####
App/Depart
62
/
127
274
/
110
91
/
190
0
/
0
800 AM
PEAK
Volumes
0
29
7
85
55
0
32
0
10
0
0
0
218
Approach %
0.00
80.56
19.44
60.71
39.29
0.00
76.19
0.00
23.81 #### #### ####
PEAK HR.
FACTOR:
0.838
33.558803, -112.393599
03/10/21
Glendale
Reems Rd
EB Northern Pkwy Ramps
21-1137-003
WEDNESDAY
0.814
AM Peak Hr Begins at:
0.000
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.700
0.750
Signal
COMMENT 1:
GPS:
CONTROL:
veracity
group
traffic
Intersection Turning Movement
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0
2
0
1
1
0
1
1
1
0
0
0
1:00 PM
1:15 PM
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
3:30 PM
3:45 PM
4:00 PM
0
10
0
22
9
0
10
1
3
0
0
0
55
4:15 PM
0
22
1
25
26
0
7
0
0
0
0
0
81
4:30 PM
0
11
4
36
14
0
4
0
3
0
0
0
72
4:45 PM
0
18
2
18
8
0
2
0
4
0
0
0
52
5:00 PM
0
12
2
27
9
0
3
0
2
0
0
0
55
5:15 PM
0
9
5
17
17
0
7
0
3
0
0
0
58
5:30 PM
0
20
1
23
5
0
5
0
2
0
0
0
56
5:45 PM
0
12
2
14
5
0
1
0
3
0
0
0
37
6:00 PM
6:15 PM
6:30 PM
6:45 PM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
0
114
17
182
93
0
39
1
20
0
0
0
466
Approach %
0.00
87.02
12.98
66.18
33.82
0.00
65.00
1.67
33.33 #### #### ####
App/Depart
131
/
153
275
/
113
60
/
200
0
/
0
415 PM
PEAK
Volumes
0
63
9
106
57
0
16
0
9
0
0
0
260
Approach %
0.00
87.50
12.50
65.03
34.97
0.00
64.00
0.00
36.00 #### #### ####
PEAK HR.
FACTOR:
0.802
Glendale
PM Peak Hr Begins at:
0.000
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.783
Reems Rd
03/10/21
0
EB Northern Pkwy Ramps
WEDNESDAY
21-1137-003
GPS:
33.558803, -112.393599
0.799
0.893
CONTROL:
Signal
COMMENT 1:
0
veracity
group
traffic
Intersection Turning Movement
Prepared by:
N
73
285
0
AM
MD
PM
TOTAL
TOTAL
AM
MD
PM
0
66
125
191
0
0
1
1
3
13
16
MD
AM
700AM
-
NOON
-
PM
400PM
-
AM PEAK HOUR
NOON PEAK HOUR
PM PEAK HOUR
Day
Reems Rd & WB Northern Pkwy Ramps
21-1137-004
(Intersection Name)
TURNING MOVEMENT COUNT
WEDNESDAY
0
03/10/21
Date
Project #:
21-1137-004
0
Reems Rd
WB Northern Pkwy Ramps
PM
0
51
144
TOTAL
LOCATION #:
0
MD
10
73
CONTROL
Signal
Reems Rd
0
APPROACH LANES
56
0
MD
141
22
0
TOTAL
PM
AM
5
15
129
0
TMC SUMMARY OF Reems Rd & WB Northern Pkwy Ramps
WB Northern Pkwy Ramps
APPROACH LANES
0
APPROACH LANES
APPROACH LANES
0
0
AM
0
400 PM
730 AM
900AM
600PM
COUNT PERIODS
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
1
1
0
0
2
1
0
0
0
1
1
1
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
0
17
0
0
35
5
0
0
0
0
0
17
74
7:15 AM
1
12
0
0
34
1
0
0
0
2
1
9
60
7:30 AM
3
16
0
0
38
6
0
0
0
2
0
24
89
7:45 AM
1
14
0
0
24
3
0
0
0
1
0
20
63
8:00 AM
0
18
0
0
43
7
0
0
0
0
0
9
77
8:15 AM
1
8
0
0
36
6
0
0
0
0
0
13
64
8:30 AM
2
14
0
0
36
5
0
0
0
2
0
7
66
8:45 AM
2
17
0
0
25
2
0
0
0
1
0
10
57
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
10
116
0
0
271
35
0
0
0
8
1
109
550
Approach %
7.94
92.06
0.00
0.00
88.56
11.44 #### #### ####
6.78
0.85
92.37
App/Depart
126
/
225
306
/
279
0
/
0
118
/
46
730 AM
PEAK
Volumes
5
56
0
0
141
22
0
0
0
3
0
66
293
Approach %
8.20
91.80
0.00
0.00
86.50
13.50 #### #### ####
4.35
0.00
95.65
PEAK HR.
FACTOR:
0.823
33.559717, -112.393585
Signal
COMMENT 1:
GPS:
CONTROL:
0.815
AM Peak Hr Begins at:
0.663
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.000
0.803
03/10/21
Glendale
Reems Rd
WB Northern Pkwy Ramps
21-1137-004
WEDNESDAY
veracity
group
traffic
Intersection Turning Movement
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
1
1
0
0
2
1
0
0
0
1
1
1
1:00 PM
1:15 PM
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
3:30 PM
3:45 PM
4:00 PM
2
17
0
0
30
14
0
0
0
3
0
28
94
4:15 PM
5
25
0
0
46
14
0
0
0
5
1
28
124
4:30 PM
1
14
0
0
44
13
0
0
0
3
0
36
111
4:45 PM
2
17
0
0
24
10
0
0
0
2
0
33
88
5:00 PM
2
13
0
0
30
8
0
0
0
6
0
33
92
5:15 PM
1
16
0
0
32
6
0
0
0
1
0
29
85
5:30 PM
7
18
0
0
26
19
0
0
0
1
0
23
94
5:45 PM
1
13
0
0
16
10
0
0
0
3
0
23
66
6:00 PM
6:15 PM
6:30 PM
6:45 PM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
21
133
0
0
248
94
0
0
0
24
1
233
754
Approach %
13.64
86.36
0.00
0.00
72.51
27.49 #### #### ####
9.30
0.39
90.31
App/Depart
154
/
366
342
/
272
0
/
0
258
/
116
400 PM
PEAK
Volumes
10
73
0
0
144
51
0
0
0
13
1
125
417
Approach %
12.05
87.95
0.00
0.00
73.85
26.15 #### #### ####
9.35
0.72
89.93
PEAK HR.
FACTOR:
0.841
GPS:
33.559717, -112.393585
0.813
0.000
CONTROL:
Signal
COMMENT 1:
0
Glendale
PM Peak Hr Begins at:
0.891
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.692
Reems Rd
03/10/21
0
WB Northern Pkwy Ramps
WEDNESDAY
21-1137-004
veracity
group
traffic
Intersection Turning Movement
Prepared by:
N
71
19
41
AM
MD
PM
TOTAL
TOTAL
AM
MD
PM
39
10
33
43
145
47
139
186
5
14
19
MD
AM
700AM
-
NOON
-
PM
400PM
-
AM PEAK HOUR
NOON PEAK HOUR
PM PEAK HOUR
400 PM
745 AM
900AM
600PM
TMC SUMMARY OF Reems Rd & Northern Ave
Northern Ave
APPROACH LANES
3
APPROACH LANES
APPROACH LANES
17
73
AM
22
TOTAL
PM
AM
1
4
21
36
72
MD
7
34
22
Reems Rd
2
APPROACH LANES
10
TOTAL
LOCATION #:
25
MD
3
11
CONTROL
Signal
Project #:
21-1137-001
5
Reems Rd
Northern Ave
PM
19
37
12
Day
Reems Rd & Northern Ave
21-1137-001
(Intersection Name)
TURNING MOVEMENT COUNT
WEDNESDAY
11
03/10/21
Date
COUNT PERIODS
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
1
1
0
1
1
0
1
1
0
1
1
0
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
0
1
0
12
0
2
1
33
0
0
8
3
60
7:15 AM
0
1
4
8
0
2
2
25
0
0
4
4
50
7:30 AM
0
1
2
8
1
1
2
18
0
1
3
2
39
7:45 AM
0
2
3
2
1
3
8
15
1
1
10
5
51
8:00 AM
0
2
1
9
3
4
2
17
1
1
12
2
54
8:15 AM
0
3
2
4
1
6
6
14
1
1
10
0
48
8:30 AM
1
3
5
7
2
21
1
27
0
2
15
3
87
8:45 AM
0
3
2
3
1
6
0
14
0
4
12
2
47
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
1
16
19
53
9
45
22
163
3
10
74
21
436
Approach %
2.78
44.44
52.78
49.53
8.41
42.06
11.70
86.70
1.60
9.52
70.48
20.00
App/Depart
36
/
59
107
/
22
188
/
235
105
/
120
745 AM
PEAK
Volumes
1
10
11
22
7
34
17
73
3
5
47
10
240
Approach %
4.55
45.45
50.00
34.92
11.11
53.97
18.28
78.49
3.23
8.06
75.81
16.13
PEAK HR.
FACTOR:
0.690
33.551647, -112.393541
03/10/21
Glendale
Reems Rd
Northern Ave
21-1137-001
WEDNESDAY
0.525
AM Peak Hr Begins at:
0.775
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.830
0.611
Signal
COMMENT 1:
GPS:
CONTROL:
veracity
group
traffic
Intersection Turning Movement
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
1
1
0
1
1
0
1
1
0
1
1
0
1:00 PM
1:15 PM
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
3:30 PM
3:45 PM
4:00 PM
1
0
10
3
4
9
2
19
0
4
42
9
103
4:15 PM
0
4
4
11
4
10
3
12
2
3
37
14
104
4:30 PM
1
7
3
4
1
10
8
20
0
1
43
4
102
4:45 PM
1
0
8
1
3
8
9
21
0
6
17
6
80
5:00 PM
2
3
1
2
2
10
8
18
2
3
32
7
90
5:15 PM
1
1
5
6
3
7
2
13
1
7
18
8
72
5:30 PM
0
3
3
3
0
4
11
15
0
3
38
9
89
5:45 PM
0
2
4
2
1
5
3
17
1
2
10
5
52
6:00 PM
6:15 PM
6:30 PM
6:45 PM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
6
20
38
32
18
63
46
135
6
29
237
62
692
Approach %
9.38
31.25
59.38
28.32
15.93
55.75
24.60
72.19
3.21
8.84
72.26
18.90
App/Depart
64
/
128
113
/
53
187
/
205
328
/
306
400 PM
PEAK
Volumes
3
11
25
19
12
37
22
72
2
14
139
33
389
Approach %
7.69
28.21
64.10
27.94
17.65
54.41
22.92
75.00
2.08
7.53
74.73
17.74
PEAK HR.
FACTOR:
0.935
Glendale
PM Peak Hr Begins at:
0.845
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.886
Reems Rd
03/10/21
0
Northern Ave
WEDNESDAY
21-1137-001
GPS:
33.551647, -112.393541
0.680
0.800
CONTROL:
Signal
COMMENT 1:
0
veracity
group
traffic
Intersection Turning Movement
Prepared by:
N
5
36
0
AM
MD
PM
TOTAL
TOTAL
AM
MD
PM
14
0
0
0
0
0
0
0
0
0
0
MD
AM
700AM
-
NOON
-
PM
400PM
-
AM PEAK HOUR
NOON PEAK HOUR
PM PEAK HOUR
400 PM
800 AM
900AM
600PM
TMC SUMMARY OF Reems Rd & Orangewood Ave
Orangewood Ave
APPROACH LANES
3
APPROACH LANES
APPROACH LANES
8
0
AM
0
TOTAL
PM
AM
1
4
42
0
0
MD
12
0
6
Reems Rd
3
APPROACH LANES
12
TOTAL
LOCATION #:
0
MD
3
30
CONTROL
1-Way Stop
EB
Project #:
21-1137-002
6
Reems Rd
Orangewood Ave
PM
0
5
24
Day
Reems Rd & Orangewood Ave
21-1137-002
(Intersection Name)
TURNING MOVEMENT COUNT
WEDNESDAY
0
03/10/21
Date
COUNT PERIODS
Intersection Turning Movement
Prepared by:
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0
1
0
0
1
0
0
1
0
0
0
0
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
0
1
0
0
1
0
0
0
0
0
0
0
2
7:15 AM
0
2
0
0
0
0
2
0
0
0
0
0
4
7:30 AM
0
2
0
0
1
0
1
0
1
0
0
0
5
7:45 AM
0
4
0
0
3
1
1
0
0
0
0
0
9
8:00 AM
0
3
0
0
3
0
1
0
2
0
0
0
9
8:15 AM
1
4
0
0
3
0
2
0
0
0
0
0
10
8:30 AM
0
3
0
0
2
0
3
0
0
0
0
0
8
8:45 AM
0
2
0
0
4
0
2
0
1
0
0
0
9
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
1
21
0
0
17
1
12
0
4
0
0
0
56
Approach %
4.55
95.45
0.00
0.00
94.44
5.56
75.00
0.00
25.00 #### #### ####
App/Depart
22
/
33
18
/
21
16
/
0
0
/
2
800 AM
PEAK
Volumes
1
12
0
0
12
0
8
0
3
0
0
0
36
Approach %
7.69
92.31
0.00
0.00 100.00
0.00
72.73
0.00
27.27 #### #### ####
PEAK HR.
FACTOR:
0.900
33.544446, -112.393041
03/10/21
Glendale
Reems Rd
Orangewood Ave
21-1137-002
WEDNESDAY
0.750
AM Peak Hr Begins at:
0.000
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.917
0.650
1-Way Stop (EB)
COMMENT 1:
GPS:
CONTROL:
veracity
group
traffic
Intersection Turning Movement
N-S STREET:
DATE:
LOCATION:
E-W STREET:
DAY:
PROJECT#
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
LANES:
0
1
0
0
1
0
0
1
0
0
0
0
1:00 PM
1:15 PM
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
3:30 PM
3:45 PM
4:00 PM
1
7
0
0
6
1
2
0
0
0
0
0
17
4:15 PM
0
8
0
0
5
2
1
0
1
0
0
0
17
4:30 PM
2
8
0
0
8
1
0
0
2
0
0
0
21
4:45 PM
0
7
0
0
5
1
3
0
0
0
0
0
16
5:00 PM
1
4
0
0
6
0
0
0
1
0
0
0
12
5:15 PM
1
6
0
0
6
2
1
0
1
0
0
0
17
5:30 PM
0
5
0
0
4
0
0
0
0
0
0
0
9
5:45 PM
0
4
0
0
3
1
0
0
0
0
0
0
8
6:00 PM
6:15 PM
6:30 PM
6:45 PM
TOTAL
NL
NT
NR
SL
ST
SR
EL
ET
ER
WL
WT
WR
TOTAL
Volumes
5
49
0
0
43
8
7
0
5
0
0
0
117
Approach %
9.26
90.74
0.00
0.00
84.31
15.69
58.33
0.00
41.67 #### #### ####
App/Depart
54
/
56
51
/
48
12
/
0
0
/
13
400 PM
PEAK
Volumes
3
30
0
0
24
5
6
0
3
0
0
0
71
Approach %
9.09
90.91
0.00
0.00
82.76
17.24
66.67
0.00
33.33 #### #### ####
PEAK HR.
FACTOR:
0.845
Glendale
PM Peak Hr Begins at:
0.000
WESTBOUND
NORTHBOUND
SOUTHBOUND
EASTBOUND
0.825
Reems Rd
03/10/21
0
Orangewood Ave
WEDNESDAY
21-1137-002
GPS:
33.544446, -112.393041
0.806
0.750
CONTROL:
1-Way Stop (EB)
COMMENT 1:
0
veracity
group
traffic
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
APPENDIX
Trip Generation Calculations
Industrial Park
Phase 1
LAND USE: 536,669 Square Feet Industrial Park
TRIP GENERATION CALCULATIONS ARE BASED ON THE INSTITUTE OF TRANSPORTATION
ENGINEERS' TRIP GENERATION, 10TH EDITION. THE ITE LAND USE CODE IS
Industrial Park (130), General Urban/Suburban
Weekday
Average Rate
= 3.37 Trips per 1000 Square Feet (sqft)
3.37 Trips x 536669 sqft / 1000
T =
1,810 VTPD
ENTER: (0.5)*(1810) =
905 VTPD
EXIT: (0.5)*(1810) =
905 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
Average Rate
= 0.4 Trips per 1000 Square Feet (sqft)
T = 0.4 Trips x 536669 sqft / 1000
T =
215 VPH
ENTER: (0.81)*(215) =
174 VPH
EXIT: (0.19)*(215) =
41 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
Average Rate
= 0.4 Trips per 1000 Square Feet (sqft)
T = 0.4 Trips x 536669 sqft / 1000
T =
215 VPH
ENTER: (0.21)*(215) =
45 VPH
EXIT: (0.79)*(215) =
170 VPH
*where, T = trip ends
TRIP GENERATION SUMMARY
WEEKDAY
1,810 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
215 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
215 VPH
Industrial Park
Phase 2
LAND USE: 1,014,860 Square Feet Industrial Park
TRIP GENERATION CALCULATIONS ARE BASED ON THE INSTITUTE OF TRANSPORTATION
ENGINEERS' TRIP GENERATION, 10TH EDITION. THE ITE LAND USE CODE IS
Industrial Park (130), General Urban/Suburban
Weekday
Average Rate
= 3.37 Trips per 1000 Square Feet (sqft)
3.37 Trips x 1014860 sqft / 1000
T =
3,422 VTPD
ENTER: (0.5)*(3422) =
1,711 VTPD
EXIT: (0.5)*(3422) =
1,711 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
Average Rate
= 0.4 Trips per 1000 Square Feet (sqft)
T = 0.4 Trips x 1014860 sqft / 1000
T =
406 VPH
ENTER: (0.81)*(406) =
329 VPH
EXIT: (0.19)*(406) =
77 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
Average Rate
= 0.4 Trips per 1000 Square Feet (sqft)
T = 0.4 Trips x 1014860 sqft / 1000
T =
406 VPH
ENTER: (0.21)*(406) =
85 VPH
EXIT: (0.79)*(406) =
321 VPH
*where, T = trip ends
TRIP GENERATION SUMMARY
WEEKDAY
3,422 VTPD
AM PEAK HOUR (ONE HOUR BETWEEN 7 AND 9 AM)
406 VPH
PM PEAK HOUR (ONE HOUR BETWEEN 4 AND 6 PM)
406 VPH
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
APPENDIX
Capacity Calculations
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/02/2021
Existing Weekday AM Peak Hour
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
3
0
66
5
56
0
0
141
22
Future Volume (vph)
0
0
0
3
0
66
5
56
0
0
141
22
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.98
Flt Protected
0.95
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1468
1641
1727
4618
Flt Permitted
0.95
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1468
1641
1727
4618
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
0
0
0
4
0
82
6
70
0
0
176
28
RTOR Reduction (vph)
0
0
0
0
0
79
0
0
0
0
9
0
Lane Group Flow (vph)
0
0
0
4
0
4
6
70
0
0
195
0
Turn Type
Split
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
4.7
4.7
5.5
76.3
61.8
Effective Green, g (s)
4.7
4.7
5.5
76.3
61.8
Actuated g/C Ratio
0.05
0.05
0.06
0.85
0.69
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
85
76
100
1464
3171
v/s Ratio Prot
0.00
0.00
c0.04
c0.04
v/s Ratio Perm
c0.00
v/c Ratio
0.05
0.06
0.06
0.05
0.06
Uniform Delay, d1
40.5
40.5
39.8
1.1
4.6
Progression Factor
1.00
1.00
0.69
0.94
1.00
Incremental Delay, d2
0.2
0.3
0.3
0.0
0.0
Delay (s)
40.8
40.9
27.8
1.0
4.7
Level of Service
D
D
C
A
A
Approach Delay (s)
0.0
40.9
3.2
4.7
Approach LOS
A
D
A
A
Intersection Summary
HCM 2000 Control Delay
12.9
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.06
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/02/2021
Existing Weekday AM Peak Hour
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
32
0
10
0
0
0
0
29
7
85
55
0
Future Volume (vph)
32
0
10
0
0
0
0
29
7
85
55
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.97
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3183
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3183
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
40
0
12
0
0
0
0
36
9
106
69
0
RTOR Reduction (vph)
0
0
12
0
0
0
0
3
0
0
0
0
Lane Group Flow (vph)
40
0
1
0
0
0
0
42
0
106
69
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
5.3
5.3
55.4
11.3
75.7
Effective Green, g (s)
5.3
5.3
55.4
11.3
75.7
Actuated g/C Ratio
0.06
0.06
0.62
0.13
0.84
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
96
86
1959
399
1452
v/s Ratio Prot
c0.02
0.01
c0.03
c0.04
v/s Ratio Perm
0.00
v/c Ratio
0.42
0.01
0.02
0.27
0.05
Uniform Delay, d1
40.9
39.9
6.7
35.6
1.2
Progression Factor
1.00
1.00
1.00
1.29
0.26
Incremental Delay, d2
2.9
0.0
0.0
0.4
0.0
Delay (s)
43.8
39.9
6.8
46.3
0.3
Level of Service
D
D
A
D
A
Approach Delay (s)
42.8
0.0
6.8
28.2
Approach LOS
D
A
A
C
Intersection Summary
HCM 2000 Control Delay
27.5
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity ratio
0.11
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/02/2021
Existing Weekday AM Peak Hour
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
17
73
3
5
47
10
1
10
11
22
7
34
Future Volume (veh/h)
17
73
3
5
47
10
1
10
11
22
7
34
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
21
91
4
6
59
12
1
12
14
28
9
42
Peak Hour Factor
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
220
165
7
203
140
29
1045
530
618
1072
193
903
Arrive On Green
0.10
0.10
0.10
0.10
0.10
0.10
0.72
0.72
0.72
0.72
0.72
0.72
Sat Flow, veh/h
1245
1665
73
1218
1413
287
1268
737
860
1297
269
1256
Grp Volume(v), veh/h
21
0
95
6
0
71
1
0
26
28
0
51
Grp Sat Flow(s),veh/h/ln
1245
0
1739
1218
0
1700
1268
0
1597
1297
0
1526
Q Serve(g_s), s
0.8
0.0
2.6
0.2
0.0
1.9
0.0
0.0
0.2
0.3
0.0
0.5
Cycle Q Clear(g_c), s
2.7
0.0
2.6
2.8
0.0
1.9
0.5
0.0
0.2
0.5
0.0
0.5
Prop In Lane
1.00
0.04
1.00
0.17
1.00
0.54
1.00
0.82
Lane Grp Cap(c), veh/h
220
0
172
203
0
169
1045
0
1148
1072
0
1096
V/C Ratio(X)
0.10
0.00
0.55
0.03
0.00
0.42
0.00
0.00
0.02
0.03
0.00
0.05
Avail Cap(c_a), veh/h
1244
0
1601
1204
0
1566
1045
0
1148
1072
0
1096
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
22.2
0.0
21.2
22.5
0.0
20.9
2.1
0.0
2.0
2.1
0.0
2.0
Incr Delay (d2), s/veh
0.2
0.0
2.7
0.1
0.0
1.7
0.0
0.0
0.0
0.0
0.0
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.2
0.0
1.0
0.1
0.0
0.7
0.0
0.0
0.0
0.0
0.0
0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
22.4
0.0
23.9
22.6
0.0
22.6
2.1
0.0
2.0
2.1
0.0
2.1
LnGrp LOS
C
A
C
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
116
77
27
79
Approach Delay, s/veh
23.7
22.6
2.0
2.1
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
9.4
40.0
9.4
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
2.5
4.7
2.5
4.8
Green Ext Time (p_c), s
0.1
0.5
0.3
0.4
Intersection Summary
HCM 6th Ctrl Delay
15.7
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/02/2021
Existing Weekday AM Peak Hour
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
2.9
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
8
3
1
12
12
0
Future Vol, veh/h
8
3
1
12
12
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
10
4
1
15
15
0
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
32
15
15
0
-
0
Stage 1
15
-
-
-
-
-
Stage 2
17
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
962
1042
1552
-
-
-
Stage 1
987
-
-
-
-
-
Stage 2
985
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
961
1042
1552
-
-
-
Mov Cap-2 Maneuver
961
-
-
-
-
-
Stage 1
986
-
-
-
-
-
Stage 2
985
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
8.7
0.6
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1552
-
961
1042
-
-
HCM Lane V/C Ratio
0.001
-
0.01 0.004
-
-
HCM Control Delay (s)
7.3
0
8.8
8.5
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/02/2021
Existing Weekday PM Peak Hour
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
13
1
125
10
73
0
0
144
51
Future Volume (vph)
0
0
0
13
1
125
10
73
0
0
144
51
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
0.91
Frt
1.00
1.00
0.85
1.00
1.00
0.96
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1727
1468
1641
1727
4530
Flt Permitted
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1727
1468
1641
1727
4530
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
0
0
0
16
1
147
12
91
0
0
180
64
RTOR Reduction (vph)
0
0
0
0
0
136
0
0
0
0
22
0
Lane Group Flow (vph)
0
0
0
16
1
11
13
91
0
0
222
0
Turn Type
Split
NA
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
6.8
6.8
6.8
5.6
74.2
59.6
Effective Green, g (s)
6.8
6.8
6.8
5.6
74.2
59.6
Actuated g/C Ratio
0.08
0.08
0.08
0.06
0.82
0.66
Clearance Time (s)
4.5
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
123
130
110
102
1423
2999
v/s Ratio Prot
c0.01
0.00
c0.01
c0.05
c0.05
v/s Ratio Perm
0.01
v/c Ratio
0.13
0.01
0.10
0.13
0.06
0.07
Uniform Delay, d1
38.8
38.5
38.8
39.9
1.5
5.4
Progression Factor
1.00
1.00
1.00
1.19
0.54
1.00
Incremental Delay, d2
0.5
0.0
0.4
0.6
0.0
0.0
Delay (s)
39.3
38.5
39.2
48.2
0.8
5.4
Level of Service
D
D
D
D
A
A
Approach Delay (s)
0.0
39.2
6.7
5.4
Approach LOS
A
D
A
A
Intersection Summary
HCM 2000 Control Delay
16.5
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.08
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/02/2021
Existing Weekday PM Peak Hour
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
16
0
9
0
0
0
0
63
9
106
57
0
Future Volume (vph)
16
0
9
0
0
0
0
63
9
106
57
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.98
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3222
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3222
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
20
0
11
0
0
0
0
79
11
132
71
0
RTOR Reduction (vph)
0
0
10
0
0
0
0
4
0
0
0
0
Lane Group Flow (vph)
20
0
1
0
0
0
0
86
0
133
71
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
4.4
4.4
53.2
14.4
76.6
Effective Green, g (s)
4.4
4.4
53.2
14.4
76.6
Actuated g/C Ratio
0.05
0.05
0.59
0.16
0.85
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
80
71
1904
509
1469
v/s Ratio Prot
c0.01
0.03
c0.04
c0.04
v/s Ratio Perm
0.00
v/c Ratio
0.25
0.01
0.04
0.26
0.05
Uniform Delay, d1
41.2
40.7
7.7
33.1
1.0
Progression Factor
1.00
1.00
1.00
1.17
0.69
Incremental Delay, d2
1.6
0.0
0.0
0.3
0.0
Delay (s)
42.9
40.8
7.8
39.2
0.7
Level of Service
D
D
A
D
A
Approach Delay (s)
42.1
0.0
7.8
25.8
Approach LOS
D
A
A
C
Intersection Summary
HCM 2000 Control Delay
22.4
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity ratio
0.11
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/02/2021
Existing Weekday PM Peak Hour
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
22
72
2
14
139
33
3
11
25
19
15
37
Future Volume (veh/h)
22
72
2
14
139
33
3
11
25
19
15
37
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
28
90
2
18
164
41
4
14
31
24
19
46
Peak Hour Factor
0.80
0.80
0.80
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
209
312
7
300
247
62
929
316
700
950
296
717
Arrive On Green
0.18
0.18
0.18
0.18
0.18
0.18
0.65
0.65
0.65
0.65
0.65
0.65
Sat Flow, veh/h
1102
1707
38
1222
1353
338
1252
485
1074
1275
454
1100
Grp Volume(v), veh/h
28
0
92
18
0
205
4
0
45
24
0
65
Grp Sat Flow(s),veh/h/ln
1102
0
1745
1222
0
1691
1252
0
1559
1275
0
1554
Q Serve(g_s), s
1.3
0.0
2.5
0.7
0.0
6.1
0.1
0.0
0.6
0.4
0.0
0.8
Cycle Q Clear(g_c), s
7.5
0.0
2.5
3.2
0.0
6.1
0.9
0.0
0.6
0.9
0.0
0.8
Prop In Lane
1.00
0.02
1.00
0.20
1.00
0.69
1.00
0.71
Lane Grp Cap(c), veh/h
209
0
319
300
0
309
929
0
1016
950
0
1013
V/C Ratio(X)
0.13
0.00
0.29
0.06
0.00
0.66
0.00
0.00
0.04
0.03
0.00
0.06
Avail Cap(c_a), veh/h
929
0
1458
1097
0
1413
929
0
1016
950
0
1013
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
24.2
0.0
19.2
20.6
0.0
20.7
3.6
0.0
3.4
3.6
0.0
3.4
Incr Delay (d2), s/veh
0.3
0.0
0.5
0.1
0.0
2.4
0.0
0.0
0.1
0.0
0.0
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.3
0.0
0.9
0.2
0.0
2.3
0.0
0.0
0.1
0.1
0.0
0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
24.4
0.0
19.7
20.6
0.0
23.1
3.6
0.0
3.5
3.6
0.0
3.6
LnGrp LOS
C
A
B
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
120
223
49
89
Approach Delay, s/veh
20.8
22.9
3.5
3.6
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
14.5
40.0
14.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
2.9
9.5
2.9
8.1
Green Ext Time (p_c), s
0.2
0.6
0.4
1.2
Intersection Summary
HCM 6th Ctrl Delay
16.8
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/02/2021
Existing Weekday PM Peak Hour
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
1.4
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
6
3
3
30
24
5
Future Vol, veh/h
6
3
3
30
24
5
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
8
4
4
38
30
6
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
79
33
36
0
-
0
Stage 1
33
-
-
-
-
-
Stage 2
46
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
904
1018
1525
-
-
-
Stage 1
969
-
-
-
-
-
Stage 2
956
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
901
1018
1525
-
-
-
Mov Cap-2 Maneuver
901
-
-
-
-
-
Stage 1
966
-
-
-
-
-
Stage 2
956
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
8.8
0.7
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1525
-
901
1018
-
-
HCM Lane V/C Ratio
0.002
- 0.008 0.004
-
-
HCM Control Delay (s)
7.4
0
9
8.5
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/02/2021
2022 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
4
0
73
6
62
0
0
153
25
Future Volume (vph)
0
0
0
4
0
73
6
62
0
0
153
25
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.98
Flt Protected
0.95
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1468
1641
1727
4617
Flt Permitted
0.95
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1468
1641
1727
4617
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
0
0
0
5
0
91
8
78
0
0
191
31
RTOR Reduction (vph)
0
0
0
0
0
86
0
0
0
0
10
0
Lane Group Flow (vph)
0
0
0
5
0
5
8
78
0
0
212
0
Turn Type
Split
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
4.8
4.8
5.6
76.2
61.6
Effective Green, g (s)
4.8
4.8
5.6
76.2
61.6
Actuated g/C Ratio
0.05
0.05
0.06
0.85
0.68
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
87
78
102
1462
3160
v/s Ratio Prot
0.00
0.00
c0.05
c0.05
v/s Ratio Perm
c0.00
v/c Ratio
0.06
0.06
0.08
0.05
0.07
Uniform Delay, d1
40.5
40.5
39.8
1.1
4.7
Progression Factor
1.00
1.00
0.71
0.87
1.00
Incremental Delay, d2
0.3
0.3
0.3
0.0
0.0
Delay (s)
40.7
40.8
28.4
1.0
4.7
Level of Service
D
D
C
A
A
Approach Delay (s)
0.0
40.8
3.5
4.7
Approach LOS
A
D
A
A
Intersection Summary
HCM 2000 Control Delay
13.0
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.07
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/02/2021
2022 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
36
0
11
0
0
0
0
32
8
94
61
0
Future Volume (vph)
36
0
11
0
0
0
0
32
8
94
61
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.97
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3183
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3183
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
45
0
14
0
0
0
0
40
10
118
76
0
RTOR Reduction (vph)
0
0
13
0
0
0
0
4
0
0
0
0
Lane Group Flow (vph)
45
0
1
0
0
0
0
46
0
118
76
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
5.5
5.5
52.6
13.9
75.5
Effective Green, g (s)
5.5
5.5
52.6
13.9
75.5
Actuated g/C Ratio
0.06
0.06
0.58
0.15
0.84
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
100
89
1860
491
1448
v/s Ratio Prot
c0.03
0.01
c0.04
c0.04
v/s Ratio Perm
0.00
v/c Ratio
0.45
0.01
0.02
0.24
0.05
Uniform Delay, d1
40.8
39.7
7.9
33.4
1.2
Progression Factor
1.00
1.00
1.00
1.29
0.30
Incremental Delay, d2
3.2
0.0
0.0
0.3
0.0
Delay (s)
44.0
39.7
7.9
43.4
0.4
Level of Service
D
D
A
D
A
Approach Delay (s)
43.0
0.0
7.9
26.6
Approach LOS
D
A
A
C
Intersection Summary
HCM 2000 Control Delay
26.7
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity ratio
0.12
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/02/2021
2022 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
19
81
4
6
52
11
2
11
13
25
8
38
Future Volume (veh/h)
19
81
4
6
52
11
2
11
13
25
8
38
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
24
95
5
8
65
14
2
14
16
31
10
48
Peak Hour Factor
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
224
178
9
209
150
32
1027
531
607
1057
187
898
Arrive On Green
0.11
0.11
0.11
0.11
0.11
0.11
0.71
0.71
0.71
0.71
0.71
0.71
Sat Flow, veh/h
1236
1649
87
1213
1397
301
1260
746
852
1292
263
1262
Grp Volume(v), veh/h
24
0
100
8
0
79
2
0
30
31
0
58
Grp Sat Flow(s),veh/h/ln
1236
0
1736
1213
0
1698
1260
0
1598
1292
0
1525
Q Serve(g_s), s
0.9
0.0
2.7
0.3
0.0
2.2
0.0
0.0
0.3
0.4
0.0
0.6
Cycle Q Clear(g_c), s
3.1
0.0
2.7
3.0
0.0
2.2
0.6
0.0
0.3
0.6
0.0
0.6
Prop In Lane
1.00
0.05
1.00
0.18
1.00
0.53
1.00
0.83
Lane Grp Cap(c), veh/h
224
0
187
209
0
183
1027
0
1138
1057
0
1085
V/C Ratio(X)
0.11
0.00
0.54
0.04
0.00
0.43
0.00
0.00
0.03
0.03
0.00
0.05
Avail Cap(c_a), veh/h
1218
0
1584
1185
0
1549
1027
0
1138
1057
0
1085
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
22.3
0.0
21.1
22.5
0.0
20.8
2.2
0.0
2.1
2.2
0.0
2.2
Incr Delay (d2), s/veh
0.2
0.0
2.4
0.1
0.0
1.6
0.0
0.0
0.0
0.1
0.0
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.2
0.0
1.1
0.1
0.0
0.8
0.0
0.0
0.0
0.0
0.0
0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
22.5
0.0
23.4
22.6
0.0
22.4
2.2
0.0
2.2
2.3
0.0
2.2
LnGrp LOS
C
A
C
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
124
87
32
89
Approach Delay, s/veh
23.3
22.4
2.2
2.2
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
9.9
40.0
9.9
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
2.6
5.1
2.6
5.0
Green Ext Time (p_c), s
0.1
0.6
0.4
0.4
Intersection Summary
HCM 6th Ctrl Delay
15.4
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/02/2021
2022 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
2.6
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
8
3
1
14
14
0
Future Vol, veh/h
8
3
1
14
14
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
10
4
1
18
18
0
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
38
18
18
0
-
0
Stage 1
18
-
-
-
-
-
Stage 2
20
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
954
1038
1548
-
-
-
Stage 1
984
-
-
-
-
-
Stage 2
982
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
953
1038
1548
-
-
-
Mov Cap-2 Maneuver
953
-
-
-
-
-
Stage 1
983
-
-
-
-
-
Stage 2
982
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
8.7
0.5
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1548
-
953
1038
-
-
HCM Lane V/C Ratio
0.001
-
0.01 0.004
-
-
HCM Control Delay (s)
7.3
0
8.8
8.5
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/02/2021
2022 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
15
2
138
11
81
0
0
159
57
Future Volume (vph)
0
0
0
15
2
138
11
81
0
0
159
57
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
0.91
Frt
1.00
1.00
0.85
1.00
1.00
0.96
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1727
1468
1641
1727
4537
Flt Permitted
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1727
1468
1641
1727
4537
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.85
0.80
0.85
0.80
0.80
0.80
0.85
Adj. Flow (vph)
0
0
0
19
2
162
14
95
0
0
199
67
RTOR Reduction (vph)
0
0
0
0
0
149
0
0
0
0
23
0
Lane Group Flow (vph)
0
0
0
19
3
13
14
95
0
0
243
0
Turn Type
Split
NA
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
7.2
7.2
7.2
5.6
73.8
59.2
Effective Green, g (s)
7.2
7.2
7.2
5.6
73.8
59.2
Actuated g/C Ratio
0.08
0.08
0.08
0.06
0.82
0.66
Clearance Time (s)
4.5
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
131
138
117
102
1416
2984
v/s Ratio Prot
c0.01
0.00
c0.01
c0.06
c0.05
v/s Ratio Perm
0.01
v/c Ratio
0.15
0.02
0.11
0.14
0.07
0.08
Uniform Delay, d1
38.5
38.2
38.4
39.9
1.5
5.6
Progression Factor
1.00
1.00
1.00
1.21
0.53
1.00
Incremental Delay, d2
0.5
0.1
0.4
0.6
0.0
0.1
Delay (s)
39.0
38.2
38.8
49.1
0.8
5.6
Level of Service
D
D
D
D
A
A
Approach Delay (s)
0.0
38.9
7.0
5.6
Approach LOS
A
D
A
A
Intersection Summary
HCM 2000 Control Delay
16.8
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.09
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.9%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/02/2021
2022 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
18
0
10
0
0
0
0
70
10
117
63
0
Future Volume (vph)
18
0
10
0
0
0
0
70
10
117
63
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.98
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3218
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3218
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
22
0
12
0
0
0
0
88
12
146
79
0
RTOR Reduction (vph)
0
0
12
0
0
0
0
5
0
0
0
0
Lane Group Flow (vph)
23
0
1
0
0
0
0
96
0
146
79
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
4.6
4.6
52.8
14.6
76.4
Effective Green, g (s)
4.6
4.6
52.8
14.6
76.4
Actuated g/C Ratio
0.05
0.05
0.59
0.16
0.85
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
83
75
1887
516
1466
v/s Ratio Prot
c0.01
0.03
c0.05
c0.05
v/s Ratio Perm
0.00
v/c Ratio
0.28
0.01
0.05
0.28
0.05
Uniform Delay, d1
41.1
40.5
7.9
33.1
1.1
Progression Factor
1.00
1.00
1.00
1.17
0.70
Incremental Delay, d2
1.8
0.0
0.1
0.3
0.0
Delay (s)
42.9
40.6
8.0
38.9
0.8
Level of Service
D
D
A
D
A
Approach Delay (s)
42.1
0.0
8.0
25.5
Approach LOS
D
A
A
C
Intersection Summary
HCM 2000 Control Delay
22.3
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity ratio
0.12
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.9%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/02/2021
2022 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
25
80
3
16
153
37
4
13
28
21
14
41
Future Volume (veh/h)
25
80
3
16
153
37
4
13
28
21
14
41
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
31
94
4
20
180
46
5
16
35
26
18
51
Peak Hour Factor
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
209
329
14
312
266
68
907
313
685
926
258
732
Arrive On Green
0.20
0.20
0.20
0.20
0.20
0.20
0.64
0.64
0.64
0.64
0.64
0.64
Sat Flow, veh/h
1082
1668
71
1215
1346
344
1247
489
1070
1268
403
1143
Grp Volume(v), veh/h
31
0
98
20
0
226
5
0
51
26
0
69
Grp Sat Flow(s),veh/h/ln
1082
0
1739
1215
0
1690
1247
0
1559
1268
0
1546
Q Serve(g_s), s
1.5
0.0
2.7
0.8
0.0
6.9
0.1
0.0
0.7
0.4
0.0
0.9
Cycle Q Clear(g_c), s
8.4
0.0
2.7
3.4
0.0
6.9
1.0
0.0
0.7
1.1
0.0
0.9
Prop In Lane
1.00
0.04
1.00
0.20
1.00
0.69
1.00
0.74
Lane Grp Cap(c), veh/h
209
0
343
312
0
334
907
0
998
926
0
990
V/C Ratio(X)
0.15
0.00
0.29
0.06
0.00
0.68
0.01
0.00
0.05
0.03
0.00
0.07
Avail Cap(c_a), veh/h
883
0
1427
1069
0
1387
907
0
998
926
0
990
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
24.5
0.0
18.9
20.4
0.0
20.6
3.9
0.0
3.7
3.9
0.0
3.8
Incr Delay (d2), s/veh
0.3
0.0
0.5
0.1
0.0
2.4
0.0
0.0
0.1
0.1
0.0
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.4
0.0
1.0
0.2
0.0
2.5
0.0
0.0
0.1
0.1
0.0
0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
24.8
0.0
19.4
20.5
0.0
23.0
4.0
0.0
3.8
4.0
0.0
3.9
LnGrp LOS
C
A
B
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
129
246
56
95
Approach Delay, s/veh
20.7
22.8
3.8
3.9
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
15.5
40.0
15.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
3.0
10.4
3.1
8.9
Green Ext Time (p_c), s
0.2
0.6
0.4
1.3
Intersection Summary
HCM 6th Ctrl Delay
16.9
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/02/2021
2022 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
1.3
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
6
3
3
33
27
5
Future Vol, veh/h
6
3
3
33
27
5
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
8
4
4
41
34
6
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
86
37
40
0
-
0
Stage 1
37
-
-
-
-
-
Stage 2
49
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
896
1013
1520
-
-
-
Stage 1
965
-
-
-
-
-
Stage 2
953
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
893
1013
1520
-
-
-
Mov Cap-2 Maneuver
893
-
-
-
-
-
Stage 1
962
-
-
-
-
-
Stage 2
953
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
8.9
0.6
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1520
-
893
1013
-
-
HCM Lane V/C Ratio
0.002
- 0.008 0.004
-
-
HCM Control Delay (s)
7.4
0
9.1
8.6
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/16/2021
2027 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
6
0
117
9
99
0
0
250
39
Future Volume (vph)
0
0
0
6
0
117
9
99
0
0
250
39
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.98
Flt Protected
0.95
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1468
1641
1727
4614
Flt Permitted
0.95
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1468
1641
1727
4614
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.85
0.80
0.85
0.80
0.80
0.85
0.80
Adj. Flow (vph)
0
0
0
8
0
138
11
116
0
0
294
49
RTOR Reduction (vph)
0
0
0
0
0
129
0
0
0
0
13
0
Lane Group Flow (vph)
0
0
0
8
0
9
11
116
0
0
330
0
Turn Type
Split
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
6.1
6.1
6.7
74.9
59.2
Effective Green, g (s)
6.1
6.1
6.7
74.9
59.2
Actuated g/C Ratio
0.07
0.07
0.07
0.83
0.66
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
111
99
122
1437
3034
v/s Ratio Prot
0.00
0.01
c0.07
c0.07
v/s Ratio Perm
c0.01
v/c Ratio
0.07
0.09
0.09
0.08
0.11
Uniform Delay, d1
39.3
39.4
38.8
1.4
5.7
Progression Factor
1.00
1.00
0.69
0.53
1.00
Incremental Delay, d2
0.3
0.4
0.3
0.0
0.1
Delay (s)
39.6
39.8
27.1
0.8
5.7
Level of Service
D
D
C
A
A
Approach Delay (s)
0.0
39.8
3.0
5.7
Approach LOS
A
D
A
A
Intersection Summary
HCM 2000 Control Delay
13.3
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.11
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
25.3%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/16/2021
2027 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
57
0
18
0
0
0
0
51
12
151
97
0
Future Volume (vph)
57
0
18
0
0
0
0
51
12
151
97
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.97
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3188
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3188
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.85
0.85
0.80
Adj. Flow (vph)
71
0
22
0
0
0
0
64
15
178
114
0
RTOR Reduction (vph)
0
0
21
0
0
0
0
7
0
0
0
0
Lane Group Flow (vph)
71
0
2
0
0
0
0
72
0
178
114
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
8.1
8.1
48.5
15.4
72.9
Effective Green, g (s)
8.1
8.1
48.5
15.4
72.9
Actuated g/C Ratio
0.09
0.09
0.54
0.17
0.81
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
147
132
1717
544
1398
v/s Ratio Prot
c0.04
0.02
c0.06
c0.07
v/s Ratio Perm
0.00
v/c Ratio
0.48
0.02
0.04
0.33
0.08
Uniform Delay, d1
39.0
37.3
9.8
32.8
1.7
Progression Factor
1.00
1.00
1.00
1.04
0.38
Incremental Delay, d2
2.5
0.0
0.0
0.4
0.0
Delay (s)
41.4
37.4
9.8
34.6
0.7
Level of Service
D
D
A
C
A
Approach Delay (s)
40.4
0.0
9.8
21.3
Approach LOS
D
A
A
C
Intersection Summary
HCM 2000 Control Delay
23.2
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity ratio
0.18
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
25.3%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/16/2021
2027 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
30
129
5
9
83
18
3
18
19
39
12
60
Future Volume (veh/h)
30
129
5
9
83
18
3
18
19
39
12
60
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
38
152
6
11
98
22
4
22
24
49
15
75
Peak Hour Factor
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
239
251
10
213
208
47
943
519
566
989
172
861
Arrive On Green
0.15
0.15
0.15
0.15
0.15
0.15
0.68
0.68
0.68
0.68
0.68
0.68
Sat Flow, veh/h
1191
1674
66
1151
1385
311
1224
766
836
1274
254
1269
Grp Volume(v), veh/h
38
0
158
11
0
120
4
0
46
49
0
90
Grp Sat Flow(s),veh/h/ln
1191
0
1740
1151
0
1696
1224
0
1601
1274
0
1523
Q Serve(g_s), s
1.6
0.0
4.4
0.5
0.0
3.4
0.1
0.0
0.5
0.7
0.0
1.1
Cycle Q Clear(g_c), s
5.0
0.0
4.4
4.9
0.0
3.4
1.1
0.0
0.5
1.2
0.0
1.1
Prop In Lane
1.00
0.04
1.00
0.18
1.00
0.52
1.00
0.83
Lane Grp Cap(c), veh/h
239
0
261
213
0
255
943
0
1086
989
0
1033
V/C Ratio(X)
0.16
0.00
0.60
0.05
0.00
0.47
0.00
0.00
0.04
0.05
0.00
0.09
Avail Cap(c_a), veh/h
1095
0
1512
1040
0
1474
943
0
1086
989
0
1033
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
22.6
0.0
20.8
23.1
0.0
20.3
3.1
0.0
2.8
3.0
0.0
2.9
Incr Delay (d2), s/veh
0.3
0.0
2.3
0.1
0.0
1.4
0.0
0.0
0.1
0.1
0.0
0.2
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.4
0.0
1.7
0.1
0.0
1.2
0.0
0.0
0.1
0.1
0.0
0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
22.9
0.0
23.0
23.2
0.0
21.7
3.1
0.0
2.9
3.1
0.0
3.1
LnGrp LOS
C
A
C
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
196
131
50
139
Approach Delay, s/veh
23.0
21.8
2.9
3.1
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
12.4
40.0
12.4
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
3.1
7.0
3.2
6.9
Green Ext Time (p_c), s
0.2
1.0
0.6
0.7
Intersection Summary
HCM 6th Ctrl Delay
15.4
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/16/2021
2027 Weekday AM Peak Hour - Without Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
1.9
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
8
3
1
21
21
0
Future Vol, veh/h
8
3
1
21
21
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
10
4
1
26
26
0
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
54
26
26
0
-
0
Stage 1
26
-
-
-
-
-
Stage 2
28
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
934
1027
1538
-
-
-
Stage 1
976
-
-
-
-
-
Stage 2
974
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
933
1027
1538
-
-
-
Mov Cap-2 Maneuver
933
-
-
-
-
-
Stage 1
975
-
-
-
-
-
Stage 2
974
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
8.8
0.3
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1538
-
933
1027
-
-
HCM Lane V/C Ratio
0.001
- 0.011 0.004
-
-
HCM Control Delay (s)
7.3
0
8.9
8.5
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/16/2021
2027 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
23
3
222
18
129
0
0
255
90
Future Volume (vph)
0
0
0
23
3
222
18
129
0
0
255
90
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
0.91
Frt
1.00
1.00
0.85
1.00
1.00
0.96
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1727
1468
1641
1727
4522
Flt Permitted
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1727
1468
1641
1727
4522
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.85
0.80
0.85
0.80
0.80
0.85
0.80
Adj. Flow (vph)
0
0
0
29
4
261
22
152
0
0
300
112
RTOR Reduction (vph)
0
0
0
0
0
236
0
0
0
0
43
0
Lane Group Flow (vph)
0
0
0
29
4
25
23
152
0
0
370
0
Turn Type
Split
NA
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
8.6
8.6
8.6
8.0
72.4
55.4
Effective Green, g (s)
8.6
8.6
8.6
8.0
72.4
55.4
Actuated g/C Ratio
0.10
0.10
0.10
0.09
0.80
0.62
Clearance Time (s)
4.5
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
156
165
140
145
1389
2783
v/s Ratio Prot
c0.02
0.00
0.01
c0.09
c0.08
v/s Ratio Perm
0.02
v/c Ratio
0.19
0.02
0.18
0.16
0.11
0.13
Uniform Delay, d1
37.5
36.9
37.4
37.9
1.9
7.2
Progression Factor
1.00
1.00
1.00
1.24
0.52
1.00
Incremental Delay, d2
0.6
0.1
0.6
0.5
0.0
0.1
Delay (s)
38.1
37.0
38.1
47.6
1.0
7.3
Level of Service
D
D
D
D
A
A
Approach Delay (s)
0.0
38.0
7.1
7.3
Approach LOS
A
D
A
A
Intersection Summary
HCM 2000 Control Delay
17.5
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.14
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
28.0%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/16/2021
2027 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
28
0
16
0
0
0
0
112
16
188
101
0
Future Volume (vph)
28
0
16
0
0
0
0
112
16
188
101
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.98
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3220
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3220
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.85
0.85
0.80
Adj. Flow (vph)
35
0
20
0
0
0
0
140
20
221
119
0
RTOR Reduction (vph)
0
0
19
0
0
0
0
9
0
0
0
0
Lane Group Flow (vph)
35
0
1
0
0
0
0
151
0
221
119
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
5.1
5.1
50.7
16.2
75.9
Effective Green, g (s)
5.1
5.1
50.7
16.2
75.9
Actuated g/C Ratio
0.06
0.06
0.56
0.18
0.84
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
92
83
1813
572
1456
v/s Ratio Prot
c0.02
0.05
c0.07
c0.07
v/s Ratio Perm
0.00
v/c Ratio
0.38
0.01
0.08
0.39
0.08
Uniform Delay, d1
40.9
40.1
9.0
32.5
1.2
Progression Factor
1.00
1.00
1.00
1.32
0.73
Incremental Delay, d2
2.6
0.1
0.1
0.4
0.0
Delay (s)
43.5
40.1
9.1
43.4
0.9
Level of Service
D
D
A
D
A
Approach Delay (s)
42.3
0.0
9.1
28.5
Approach LOS
D
A
A
C
Intersection Summary
HCM 2000 Control Delay
24.3
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity ratio
0.18
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
28.0%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/16/2021
2027 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
39
128
4
25
246
58
6
19
44
34
21
66
Future Volume (veh/h)
39
128
4
25
246
58
6
19
44
34
21
66
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
49
151
5
31
289
72
8
24
55
42
26
82
Peak Hour Factor
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
208
488
16
368
392
98
758
268
614
787
210
663
Arrive On Green
0.29
0.29
0.29
0.29
0.29
0.29
0.57
0.57
0.57
0.57
0.57
0.57
Sat Flow, veh/h
956
1686
56
1153
1354
337
1204
473
1084
1236
371
1170
Grp Volume(v), veh/h
49
0
156
31
0
361
8
0
79
42
0
108
Grp Sat Flow(s),veh/h/ln
956
0
1742
1153
0
1691
1204
0
1557
1236
0
1541
Q Serve(g_s), s
3.1
0.0
4.4
1.4
0.0
12.1
0.2
0.0
1.5
1.0
0.0
2.0
Cycle Q Clear(g_c), s
15.1
0.0
4.4
5.7
0.0
12.1
2.2
0.0
1.5
2.5
0.0
2.0
Prop In Lane
1.00
0.03
1.00
0.20
1.00
0.70
1.00
0.76
Lane Grp Cap(c), veh/h
208
0
505
368
0
490
758
0
882
787
0
873
V/C Ratio(X)
0.24
0.00
0.31
0.08
0.00
0.74
0.01
0.00
0.09
0.05
0.00
0.12
Avail Cap(c_a), veh/h
625
0
1265
872
0
1228
758
0
882
787
0
873
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
26.9
0.0
17.4
19.6
0.0
20.1
6.8
0.0
6.2
6.8
0.0
6.3
Incr Delay (d2), s/veh
0.6
0.0
0.3
0.1
0.0
2.2
0.0
0.0
0.2
0.1
0.0
0.3
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.7
0.0
1.6
0.3
0.0
4.3
0.0
0.0
0.4
0.2
0.0
0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
27.5
0.0
17.7
19.7
0.0
22.3
6.9
0.0
6.4
6.9
0.0
6.6
LnGrp LOS
C
A
B
B
A
C
A
A
A
A
A
A
Approach Vol, veh/h
205
392
87
150
Approach Delay, s/veh
20.0
22.1
6.4
6.7
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
22.6
40.0
22.6
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
4.2
17.1
4.5
14.1
Green Ext Time (p_c), s
0.4
1.0
0.7
2.2
Intersection Summary
HCM 6th Ctrl Delay
17.2
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/16/2021
2027 Weekday PM Peak Hour - Without Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
0.9
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
6
3
3
53
43
5
Future Vol, veh/h
6
3
3
53
43
5
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
8
4
4
66
54
6
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
131
57
60
0
-
0
Stage 1
57
-
-
-
-
-
Stage 2
74
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
844
987
1494
-
-
-
Stage 1
946
-
-
-
-
-
Stage 2
929
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
841
987
1494
-
-
-
Mov Cap-2 Maneuver
841
-
-
-
-
-
Stage 1
943
-
-
-
-
-
Stage 2
929
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.1
0.4
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1494
-
841
987
-
-
HCM Lane V/C Ratio
0.003
- 0.009 0.004
-
-
HCM Control Delay (s)
7.4
0
9.3
8.7
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/14/2021
2022 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
56
0
73
11
69
0
0
190
25
Future Volume (vph)
0
0
0
56
0
73
11
69
0
0
190
25
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.98
Flt Protected
0.95
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1468
1641
1727
4634
Flt Permitted
0.95
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1468
1641
1727
4634
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
Adj. Flow (vph)
0
0
0
70
0
91
14
86
0
0
238
31
RTOR Reduction (vph)
0
0
0
0
0
83
0
0
0
0
10
0
Lane Group Flow (vph)
0
0
0
70
0
8
14
86
0
0
259
0
Turn Type
Split
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
8.1
8.1
5.6
72.9
58.3
Effective Green, g (s)
8.1
8.1
5.6
72.9
58.3
Actuated g/C Ratio
0.09
0.09
0.06
0.81
0.65
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
147
132
102
1398
3001
v/s Ratio Prot
c0.04
c0.01
c0.05
c0.06
v/s Ratio Perm
0.01
v/c Ratio
0.48
0.06
0.14
0.06
0.09
Uniform Delay, d1
38.9
37.5
39.9
1.7
5.9
Progression Factor
1.00
1.00
0.93
1.40
1.00
Incremental Delay, d2
2.4
0.2
0.6
0.0
0.1
Delay (s)
41.4
37.7
37.6
2.4
6.0
Level of Service
D
D
D
A
A
Approach Delay (s)
0.0
39.3
7.3
6.0
Approach LOS
A
D
A
A
Intersection Summary
HCM 2000 Control Delay
16.3
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.13
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/14/2021
2022 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
36
0
29
0
0
0
0
44
20
94
147
0
Future Volume (vph)
36
0
29
0
0
0
0
44
20
94
147
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.95
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3128
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3128
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.85
0.80
Adj. Flow (vph)
45
0
36
0
0
0
0
55
25
118
173
0
RTOR Reduction (vph)
0
0
33
0
0
0
0
11
0
0
0
0
Lane Group Flow (vph)
45
0
3
0
0
0
0
69
0
118
173
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
6.8
6.8
51.3
13.9
74.2
Effective Green, g (s)
6.8
6.8
51.3
13.9
74.2
Actuated g/C Ratio
0.08
0.08
0.57
0.15
0.82
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
123
110
1782
491
1423
v/s Ratio Prot
c0.03
0.02
c0.04
c0.10
v/s Ratio Perm
0.00
v/c Ratio
0.37
0.02
0.04
0.24
0.12
Uniform Delay, d1
39.6
38.5
8.5
33.4
1.5
Progression Factor
1.00
1.00
1.00
1.00
1.19
Incremental Delay, d2
1.8
0.1
0.0
0.3
0.0
Delay (s)
41.4
38.6
8.5
33.7
1.9
Level of Service
D
D
A
C
A
Approach Delay (s)
40.2
0.0
8.5
14.8
Approach LOS
D
A
A
B
Intersection Summary
HCM 2000 Control Delay
18.2
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.17
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
23.8%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/14/2021
2022 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
19
81
4
6
52
11
2
35
13
25
112
38
Future Volume (veh/h)
19
81
4
6
52
11
2
35
13
25
112
38
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
24
95
5
8
65
14
2
44
16
31
132
48
Peak Hour Factor
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.85
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
224
178
9
209
150
32
908
873
317
1026
873
317
Arrive On Green
0.11
0.11
0.11
0.11
0.11
0.11
0.71
0.71
0.71
0.71
0.71
0.71
Sat Flow, veh/h
1236
1649
87
1213
1397
301
1128
1226
446
1258
1226
446
Grp Volume(v), veh/h
24
0
100
8
0
79
2
0
60
31
0
180
Grp Sat Flow(s),veh/h/ln
1236
0
1736
1213
0
1698
1128
0
1672
1258
0
1672
Q Serve(g_s), s
0.9
0.0
2.7
0.3
0.0
2.2
0.0
0.0
0.5
0.4
0.0
1.7
Cycle Q Clear(g_c), s
3.1
0.0
2.7
3.0
0.0
2.2
1.8
0.0
0.5
0.9
0.0
1.7
Prop In Lane
1.00
0.05
1.00
0.18
1.00
0.27
1.00
0.27
Lane Grp Cap(c), veh/h
224
0
187
209
0
183
908
0
1190
1026
0
1190
V/C Ratio(X)
0.11
0.00
0.54
0.04
0.00
0.43
0.00
0.00
0.05
0.03
0.00
0.15
Avail Cap(c_a), veh/h
1218
0
1584
1185
0
1549
908
0
1190
1026
0
1190
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
22.3
0.0
21.1
22.5
0.0
20.8
2.6
0.0
2.1
2.3
0.0
2.3
Incr Delay (d2), s/veh
0.2
0.0
2.4
0.1
0.0
1.6
0.0
0.0
0.1
0.1
0.0
0.3
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.2
0.0
1.1
0.1
0.0
0.8
0.0
0.0
0.1
0.0
0.0
0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
22.5
0.0
23.4
22.6
0.0
22.4
2.6
0.0
2.2
2.3
0.0
2.6
LnGrp LOS
C
A
C
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
124
87
62
211
Approach Delay, s/veh
23.3
22.4
2.2
2.6
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
9.9
40.0
9.9
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
3.8
5.1
3.7
5.0
Green Ext Time (p_c), s
0.3
0.6
1.1
0.4
Intersection Summary
HCM 6th Ctrl Delay
11.4
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/14/2021
2022 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
0.9
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
8
3
1
84
31
0
Future Vol, veh/h
8
3
1
84
31
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
10
4
1
99
39
0
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
140
39
39
0
-
0
Stage 1
39
-
-
-
-
-
Stage 2
101
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
834
1010
1521
-
-
-
Stage 1
963
-
-
-
-
-
Stage 2
903
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
833
1010
1521
-
-
-
Mov Cap-2 Maneuver
802
-
-
-
-
-
Stage 1
962
-
-
-
-
-
Stage 2
903
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.3
0.1
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1521
-
802
1010
-
-
HCM Lane V/C Ratio
0.001
- 0.012 0.004
-
-
HCM Control Delay (s)
7.4
0
9.5
8.6
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM 6th TWSC
14: Reems Road & North Access
04/14/2021
2022 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh
1.9
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
10
7
28
36
75
43
Future Vol, veh/h
10
7
28
36
75
43
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
13
9
35
45
88
54
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
230
115
142
0
-
0
Stage 1
115
-
-
-
-
-
Stage 2
115
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
741
916
1393
-
-
-
Stage 1
890
-
-
-
-
-
Stage 2
890
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
722
916
1393
-
-
-
Mov Cap-2 Maneuver
722
-
-
-
-
-
Stage 1
868
-
-
-
-
-
Stage 2
890
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.6
3.3
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1393
-
722
916
-
-
HCM Lane V/C Ratio
0.025
- 0.017
0.01
-
-
HCM Control Delay (s)
7.7
-
10.1
9
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
HCM 6th TWSC
16: Reems Road & Middle Access
04/14/2021
2022 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh
1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
4
3
14
60
63
19
Future Vol, veh/h
4
3
14
60
63
19
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
5
4
18
75
79
24
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
202
91
103
0
-
0
Stage 1
91
-
-
-
-
-
Stage 2
111
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
769
945
1440
-
-
-
Stage 1
913
-
-
-
-
-
Stage 2
894
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
760
945
1440
-
-
-
Mov Cap-2 Maneuver
757
-
-
-
-
-
Stage 1
902
-
-
-
-
-
Stage 2
894
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.4
1.4
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1440
-
757
945
-
-
HCM Lane V/C Ratio
0.012
- 0.007 0.004
-
-
HCM Control Delay (s)
7.5
-
9.8
8.8
-
-
HCM Lane LOS
A
-
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM 6th TWSC
18: Reems Road & South Access
04/14/2021
2022 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh
2.1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
10
7
28
64
24
42
Future Vol, veh/h
10
7
28
64
24
42
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
13
9
35
80
30
53
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
207
57
83
0
-
0
Stage 1
57
-
-
-
-
-
Stage 2
150
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
764
987
1465
-
-
-
Stage 1
946
-
-
-
-
-
Stage 2
859
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
746
987
1465
-
-
-
Mov Cap-2 Maneuver
744
-
-
-
-
-
Stage 1
923
-
-
-
-
-
Stage 2
859
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.4
2.3
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1465
-
744
987
-
-
HCM Lane V/C Ratio
0.024
- 0.017 0.009
-
-
HCM Control Delay (s)
7.5
-
9.9
8.7
-
-
HCM Lane LOS
A
-
A
A
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/14/2021
2022 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
28
2
138
28
115
0
0
167
57
Future Volume (vph)
0
0
0
28
2
138
28
115
0
0
167
57
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
0.91
Frt
1.00
1.00
0.85
1.00
1.00
0.96
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1727
1468
1641
1727
4536
Flt Permitted
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1727
1468
1641
1727
4536
Peak-hour factor, PHF
0.90
0.90
0.90
0.80
0.80
0.85
0.80
0.85
0.80
0.80
0.80
0.80
Adj. Flow (vph)
0
0
0
35
2
162
35
135
0
0
209
71
RTOR Reduction (vph)
0
0
0
0
0
148
0
0
0
0
28
0
Lane Group Flow (vph)
0
0
0
35
3
14
35
135
0
0
252
0
Turn Type
Split
NA
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
7.7
7.7
7.7
9.2
73.3
55.1
Effective Green, g (s)
7.7
7.7
7.7
9.2
73.3
55.1
Actuated g/C Ratio
0.09
0.09
0.09
0.10
0.81
0.61
Clearance Time (s)
4.5
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
140
147
125
167
1406
2777
v/s Ratio Prot
c0.02
0.00
c0.02
c0.08
0.06
v/s Ratio Perm
0.01
v/c Ratio
0.25
0.02
0.11
0.21
0.10
0.09
Uniform Delay, d1
38.5
37.7
38.0
37.1
1.7
7.2
Progression Factor
1.00
1.00
1.00
1.24
0.52
1.00
Incremental Delay, d2
0.9
0.1
0.4
0.6
0.0
0.1
Delay (s)
39.4
37.8
38.4
46.7
0.9
7.2
Level of Service
D
D
D
D
A
A
Approach Delay (s)
0.0
38.6
10.3
7.2
Approach LOS
A
D
B
A
Intersection Summary
HCM 2000 Control Delay
17.7
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.13
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
24.9%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/14/2021
2022 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
18
0
15
0
0
0
0
121
61
117
84
0
Future Volume (vph)
18
0
15
0
0
0
0
121
61
117
84
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.95
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3117
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3117
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.85
0.80
Adj. Flow (vph)
22
0
19
0
0
0
0
151
76
146
99
0
RTOR Reduction (vph)
0
0
18
0
0
0
0
31
0
0
0
0
Lane Group Flow (vph)
23
0
1
0
0
0
0
196
0
146
99
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
4.6
4.6
52.8
14.6
76.4
Effective Green, g (s)
4.6
4.6
52.8
14.6
76.4
Actuated g/C Ratio
0.05
0.05
0.59
0.16
0.85
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
83
75
1828
516
1466
v/s Ratio Prot
c0.01
c0.06
c0.05
0.06
v/s Ratio Perm
0.00
v/c Ratio
0.28
0.01
0.11
0.28
0.07
Uniform Delay, d1
41.1
40.5
8.2
33.1
1.1
Progression Factor
1.00
1.00
1.00
1.35
0.99
Incremental Delay, d2
1.8
0.1
0.1
0.3
0.0
Delay (s)
42.9
40.6
8.3
45.1
1.1
Level of Service
D
D
A
D
A
Approach Delay (s)
41.9
0.0
8.3
27.3
Approach LOS
D
A
A
C
Intersection Summary
HCM 2000 Control Delay
20.1
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity ratio
0.15
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
24.9%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/14/2021
2022 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
25
80
3
16
153
37
4
115
28
21
40
41
Future Volume (veh/h)
25
80
3
16
153
37
4
115
28
21
40
41
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
31
94
4
20
180
46
5
135
35
26
50
51
Peak Hour Factor
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.80
0.80
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
209
329
14
312
266
68
876
859
223
813
509
519
Arrive On Green
0.20
0.20
0.20
0.20
0.20
0.20
0.64
0.64
0.64
0.64
0.64
0.64
Sat Flow, veh/h
1082
1668
71
1215
1346
344
1212
1341
348
1138
795
811
Grp Volume(v), veh/h
31
0
98
20
0
226
5
0
170
26
0
101
Grp Sat Flow(s),veh/h/ln
1082
0
1739
1215
0
1690
1212
0
1689
1138
0
1606
Q Serve(g_s), s
1.5
0.0
2.7
0.8
0.0
6.9
0.1
0.0
2.2
0.5
0.0
1.3
Cycle Q Clear(g_c), s
8.4
0.0
2.7
3.4
0.0
6.9
1.4
0.0
2.2
2.8
0.0
1.3
Prop In Lane
1.00
0.04
1.00
0.20
1.00
0.21
1.00
0.50
Lane Grp Cap(c), veh/h
209
0
343
312
0
334
876
0
1081
813
0
1028
V/C Ratio(X)
0.15
0.00
0.29
0.06
0.00
0.68
0.01
0.00
0.16
0.03
0.00
0.10
Avail Cap(c_a), veh/h
883
0
1427
1069
0
1387
876
0
1081
813
0
1028
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
24.5
0.0
18.9
20.4
0.0
20.6
4.1
0.0
4.0
4.5
0.0
3.8
Incr Delay (d2), s/veh
0.3
0.0
0.5
0.1
0.0
2.4
0.0
0.0
0.3
0.1
0.0
0.2
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.4
0.0
1.0
0.2
0.0
2.5
0.0
0.0
0.5
0.1
0.0
0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
24.8
0.0
19.4
20.5
0.0
23.0
4.1
0.0
4.3
4.6
0.0
4.0
LnGrp LOS
C
A
B
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
129
246
175
127
Approach Delay, s/veh
20.7
22.8
4.3
4.1
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
15.5
40.0
15.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
4.2
10.4
4.8
8.9
Green Ext Time (p_c), s
0.9
0.6
0.6
1.3
Intersection Summary
HCM 6th Ctrl Delay
14.1
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/14/2021
2022 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
0.7
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
6
3
3
52
95
5
Future Vol, veh/h
6
3
3
52
95
5
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
8
4
4
65
112
6
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
188
115
118
0
-
0
Stage 1
115
-
-
-
-
-
Stage 2
73
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
783
916
1422
-
-
-
Stage 1
890
-
-
-
-
-
Stage 2
930
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
781
916
1422
-
-
-
Mov Cap-2 Maneuver
769
-
-
-
-
-
Stage 1
887
-
-
-
-
-
Stage 2
930
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.4
0.4
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1422
-
769
916
-
-
HCM Lane V/C Ratio
0.003
-
0.01 0.004
-
-
HCM Control Delay (s)
7.5
0
9.7
8.9
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM 6th TWSC
14: Reems Road & North Access
04/14/2021
2022 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh
3.2
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
42
27
8
99
47
11
Future Vol, veh/h
42
27
8
99
47
11
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
53
34
10
116
59
14
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
202
66
73
0
-
0
Stage 1
66
-
-
-
-
-
Stage 2
136
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
769
976
1477
-
-
-
Stage 1
937
-
-
-
-
-
Stage 2
871
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
764
976
1477
-
-
-
Mov Cap-2 Maneuver
764
-
-
-
-
-
Stage 1
930
-
-
-
-
-
Stage 2
871
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.6
0.6
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1477
-
764
976
-
-
HCM Lane V/C Ratio
0.007
- 0.069 0.035
-
-
HCM Control Delay (s)
7.5
-
10.1
8.8
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0.2
0.1
-
-
HCM 6th TWSC
16: Reems Road & Middle Access
04/14/2021
2022 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh
1.8
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
19
14
4
88
69
5
Future Vol, veh/h
19
14
4
88
69
5
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
24
18
5
104
86
6
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
203
89
92
0
-
0
Stage 1
89
-
-
-
-
-
Stage 2
114
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
768
947
1454
-
-
-
Stage 1
915
-
-
-
-
-
Stage 2
891
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
766
947
1454
-
-
-
Mov Cap-2 Maneuver
761
-
-
-
-
-
Stage 1
912
-
-
-
-
-
Stage 2
891
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.5
0.3
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1454
-
761
947
-
-
HCM Lane V/C Ratio
0.003
- 0.031 0.018
-
-
HCM Control Delay (s)
7.5
-
9.9
8.9
-
-
HCM Lane LOS
A
-
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0.1
0.1
-
-
HCM 6th TWSC
18: Reems Road & South Access
04/14/2021
2022 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh
3.4
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
41
27
7
51
69
10
Future Vol, veh/h
41
27
7
51
69
10
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
51
34
9
64
86
13
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
175
93
99
0
-
0
Stage 1
93
-
-
-
-
-
Stage 2
82
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
797
943
1445
-
-
-
Stage 1
911
-
-
-
-
-
Stage 2
921
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
792
943
1445
-
-
-
Mov Cap-2 Maneuver
778
-
-
-
-
-
Stage 1
906
-
-
-
-
-
Stage 2
921
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.6
0.9
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1445
-
778
943
-
-
HCM Lane V/C Ratio
0.006
- 0.066 0.036
-
-
HCM Control Delay (s)
7.5
-
10
9
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0.2
0.1
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
157
0
117
22
122
0
0
350
39
Future Volume (vph)
0
0
0
157
0
117
22
122
0
0
350
39
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.98
Flt Protected
0.95
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1468
1641
1727
4640
Flt Permitted
0.95
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1468
1641
1727
4640
Peak-hour factor, PHF
0.90
0.90
0.90
0.85
0.80
0.85
0.80
0.85
0.80
0.80
0.85
0.80
Adj. Flow (vph)
0
0
0
185
0
138
28
144
0
0
412
49
RTOR Reduction (vph)
0
0
0
0
0
114
0
0
0
0
12
0
Lane Group Flow (vph)
0
0
0
185
0
24
28
144
0
0
449
0
Turn Type
Split
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
15.4
15.4
8.1
65.6
48.5
Effective Green, g (s)
15.4
15.4
8.1
65.6
48.5
Actuated g/C Ratio
0.17
0.17
0.09
0.73
0.54
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
280
251
147
1258
2500
v/s Ratio Prot
c0.11
c0.02
c0.08
c0.10
v/s Ratio Perm
0.02
v/c Ratio
0.66
0.09
0.19
0.11
0.18
Uniform Delay, d1
34.9
31.4
37.9
3.6
10.6
Progression Factor
1.00
1.00
1.13
1.23
1.00
Incremental Delay, d2
5.7
0.2
0.6
0.0
0.2
Delay (s)
40.6
31.6
43.6
4.5
10.8
Level of Service
D
C
D
A
B
Approach Delay (s)
0.0
36.8
10.9
10.8
Approach LOS
A
D
B
B
Intersection Summary
HCM 2000 Control Delay
19.6
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.28
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
31.7%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
57
0
69
0
0
0
0
87
47
151
348
0
Future Volume (vph)
57
0
69
0
0
0
0
87
47
151
348
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.95
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3109
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3109
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.85
0.90
0.80
Adj. Flow (vph)
71
0
86
0
0
0
0
109
59
178
387
0
RTOR Reduction (vph)
0
0
78
0
0
0
0
27
0
0
0
0
Lane Group Flow (vph)
71
0
8
0
0
0
0
141
0
178
387
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
8.1
8.1
48.1
15.8
72.9
Effective Green, g (s)
8.1
8.1
48.1
15.8
72.9
Actuated g/C Ratio
0.09
0.09
0.53
0.18
0.81
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
147
132
1661
558
1398
v/s Ratio Prot
c0.04
0.05
0.06
c0.22
v/s Ratio Perm
0.01
v/c Ratio
0.48
0.06
0.08
0.32
0.28
Uniform Delay, d1
39.0
37.5
10.2
32.4
2.1
Progression Factor
1.00
1.00
1.00
1.32
1.49
Incremental Delay, d2
2.5
0.2
0.1
0.3
0.1
Delay (s)
41.4
37.6
10.3
43.2
3.2
Level of Service
D
D
B
D
A
Approach Delay (s)
39.4
0.0
10.3
15.8
Approach LOS
D
A
B
B
Intersection Summary
HCM 2000 Control Delay
18.9
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.33
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
31.7%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
65
129
5
9
83
18
3
54
19
39
166
208
Future Volume (veh/h)
65
129
5
9
83
18
3
54
19
39
166
208
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
81
152
6
11
98
22
4
68
24
49
195
245
Peak Hour Factor
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.80
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
276
306
12
249
253
57
593
806
285
904
460
578
Arrive On Green
0.18
0.18
0.18
0.18
0.18
0.18
0.65
0.65
0.65
0.65
0.65
0.65
Sat Flow, veh/h
1191
1674
66
1151
1385
311
889
1237
436
1222
706
887
Grp Volume(v), veh/h
81
0
158
11
0
120
4
0
92
49
0
440
Grp Sat Flow(s),veh/h/ln
1191
0
1740
1151
0
1696
889
0
1673
1222
0
1592
Q Serve(g_s), s
3.5
0.0
4.4
0.5
0.0
3.4
0.1
0.0
1.1
0.8
0.0
7.2
Cycle Q Clear(g_c), s
6.9
0.0
4.4
4.9
0.0
3.4
7.4
0.0
1.1
1.9
0.0
7.2
Prop In Lane
1.00
0.04
1.00
0.18
1.00
0.26
1.00
0.56
Lane Grp Cap(c), veh/h
276
0
318
249
0
310
593
0
1091
904
0
1038
V/C Ratio(X)
0.29
0.00
0.50
0.04
0.00
0.39
0.01
0.00
0.08
0.05
0.00
0.42
Avail Cap(c_a), veh/h
1053
0
1454
1000
0
1417
593
0
1091
904
0
1038
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
22.6
0.0
20.0
22.2
0.0
19.6
6.3
0.0
3.5
3.9
0.0
4.6
Incr Delay (d2), s/veh
0.6
0.0
1.2
0.1
0.0
0.8
0.0
0.0
0.2
0.1
0.0
1.3
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
0.9
0.0
1.6
0.1
0.0
1.2
0.0
0.0
0.2
0.1
0.0
1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
23.2
0.0
21.2
22.3
0.0
20.4
6.4
0.0
3.6
4.0
0.0
5.8
LnGrp LOS
C
A
C
C
A
C
A
A
A
A
A
A
Approach Vol, veh/h
239
131
96
489
Approach Delay, s/veh
21.9
20.5
3.8
5.6
Approach LOS
C
C
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
14.5
40.0
14.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
9.4
8.9
9.2
6.9
Green Ext Time (p_c), s
0.4
1.1
2.9
0.7
Intersection Summary
HCM 6th Ctrl Delay
11.6
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
0.7
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
8
3
1
123
46
0
Future Vol, veh/h
8
3
1
123
46
0
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
10
4
1
145
58
0
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
205
58
58
0
-
0
Stage 1
58
-
-
-
-
-
Stage 2
147
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
766
986
1496
-
-
-
Stage 1
945
-
-
-
-
-
Stage 2
861
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
765
986
1496
-
-
-
Mov Cap-2 Maneuver
755
-
-
-
-
-
Stage 1
944
-
-
-
-
-
Stage 2
861
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.5
0.1
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1496
-
755
986
-
-
HCM Lane V/C Ratio
0.001
- 0.013 0.004
-
-
HCM Control Delay (s)
7.4
0
9.8
8.7
-
-
HCM Lane LOS
A
A
A
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM 6th TWSC
14: Reems Road & North Middle Access
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh
2
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
14
10
40
63
87
61
Future Vol, veh/h
14
10
40
63
87
61
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
18
13
50
79
102
76
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
319
140
178
0
-
0
Stage 1
140
-
-
-
-
-
Stage 2
179
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
658
887
1351
-
-
-
Stage 1
868
-
-
-
-
-
Stage 2
833
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
634
887
1351
-
-
-
Mov Cap-2 Maneuver
670
-
-
-
-
-
Stage 1
836
-
-
-
-
-
Stage 2
833
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.9
3
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1351
-
670
887
-
-
HCM Lane V/C Ratio
0.037
- 0.026 0.014
-
-
HCM Control Delay (s)
7.8
-
10.5
9.1
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
HCM 6th TWSC
16: Reems Road & South Middle Access
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh
0.8
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
4
3
14
99
78
19
Future Vol, veh/h
4
3
14
99
78
19
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
5
4
18
116
92
24
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
256
104
116
0
-
0
Stage 1
104
-
-
-
-
-
Stage 2
152
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
716
929
1424
-
-
-
Stage 1
901
-
-
-
-
-
Stage 2
857
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
707
929
1424
-
-
-
Mov Cap-2 Maneuver
720
-
-
-
-
-
Stage 1
889
-
-
-
-
-
Stage 2
857
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.5
1
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1424
-
720
929
-
-
HCM Lane V/C Ratio
0.012
- 0.007 0.004
-
-
HCM Control Delay (s)
7.6
-
10
8.9
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM 6th TWSC
18: Reems Road & South Access
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh
1.7
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
10
7
28
103
39
42
Future Vol, veh/h
10
7
28
103
39
42
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
13
9
35
121
49
53
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
267
76
102
0
-
0
Stage 1
76
-
-
-
-
-
Stage 2
191
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
705
963
1441
-
-
-
Stage 1
927
-
-
-
-
-
Stage 2
823
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
688
963
1441
-
-
-
Mov Cap-2 Maneuver
704
-
-
-
-
-
Stage 1
905
-
-
-
-
-
Stage 2
823
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.6
1.7
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1441
-
704
963
-
-
HCM Lane V/C Ratio
0.024
- 0.018 0.009
-
-
HCM Control Delay (s)
7.6
-
10.2
8.8
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
HCM 6th TWSC
21: Alsup Road & North Building 5 Access
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 12
Intersection
Int Delay, s/veh
1.5
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
4
5
67
14
20
50
Future Vol, veh/h
4
5
67
14
20
50
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
0
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
5
6
84
18
25
63
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
206
93
0
0
102
0
Stage 1
93
-
-
-
-
-
Stage 2
113
-
-
-
-
-
Critical Hdwy
6.5
6.3
-
-
4.2
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
-
-
2.29
-
Pot Cap-1 Maneuver
765
943
-
-
1441
-
Stage 1
911
-
-
-
-
-
Stage 2
892
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
752
943
-
-
1441
-
Mov Cap-2 Maneuver
750
-
-
-
-
-
Stage 1
911
-
-
-
-
-
Stage 2
877
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
9.2
0
2.2
HCM LOS
A
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
750
943
1441
-
HCM Lane V/C Ratio
-
- 0.007 0.007 0.017
-
HCM Control Delay (s)
-
-
9.8
8.8
7.5
-
HCM Lane LOS
-
-
A
A
A
-
HCM 95th %tile Q(veh)
-
-
0
0
0.1
-
HCM 6th TWSC
23: West Access & Northern Avenue
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 13
Intersection
Int Delay, s/veh
1.7
Movement
EBT
EBR
WBL
WBT
NBL
NBR
Lane Configurations
Traffic Vol, veh/h
190
46
71
208
8
17
Future Vol, veh/h
190
46
71
208
8
17
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
0
-
0
0
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
85
80
80
85
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
224
58
89
245
10
21
Major/Minor
Major1
Major2
Minor1
Conflicting Flow All
0
0
282
0
676
253
Stage 1
-
-
-
-
253
-
Stage 2
-
-
-
-
423
-
Critical Hdwy
-
-
4.2
-
6.5
6.3
Critical Hdwy Stg 1
-
-
-
-
5.5
-
Critical Hdwy Stg 2
-
-
-
-
5.5
-
Follow-up Hdwy
-
-
2.29
-
3.59
3.39
Pot Cap-1 Maneuver
-
-
1236
-
407
767
Stage 1
-
-
-
-
771
-
Stage 2
-
-
-
-
644
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
-
-
1236
-
378
767
Mov Cap-2 Maneuver
-
-
-
-
378
-
Stage 1
-
-
-
-
771
-
Stage 2
-
-
-
-
598
-
Approach
EB
WB
NB
HCM Control Delay, s
0
2.2
11.4
HCM LOS
B
Minor Lane/Major Mvmt
NBLn1NBLn2
EBT
EBR
WBL
WBT
Capacity (veh/h)
378
767
-
-
1236
-
HCM Lane V/C Ratio
0.026 0.028
-
- 0.072
-
HCM Control Delay (s)
14.8
9.8
-
-
8.1
-
HCM Lane LOS
B
A
-
-
A
-
HCM 95th %tile Q(veh)
0.1
0.1
-
-
0.2
-
HCM 6th TWSC
25: Alsup Road & Middle Building 5 Access
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 14
Intersection
Int Delay, s/veh
1.4
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
3
4
77
13
18
36
Future Vol, veh/h
3
4
77
13
18
36
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
0
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
4
5
91
16
23
45
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
190
99
0
0
107
0
Stage 1
99
-
-
-
-
-
Stage 2
91
-
-
-
-
-
Critical Hdwy
6.5
6.3
-
-
4.2
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
-
-
2.29
-
Pot Cap-1 Maneuver
781
935
-
-
1435
-
Stage 1
905
-
-
-
-
-
Stage 2
913
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
769
935
-
-
1435
-
Mov Cap-2 Maneuver
762
-
-
-
-
-
Stage 1
905
-
-
-
-
-
Stage 2
898
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
9.2
0
2.5
HCM LOS
A
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
762
935
1435
-
HCM Lane V/C Ratio
-
- 0.005 0.005 0.016
-
HCM Control Delay (s)
-
-
9.7
8.9
7.5
-
HCM Lane LOS
-
-
A
A
A
-
HCM 95th %tile Q(veh)
-
-
0
0
0
-
HCM 6th TWSC
26: East Access & Northern Avenue
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 15
Intersection
Int Delay, s/veh
0.4
Movement
EBT
EBR
WBL
WBT
NBL
NBR
Lane Configurations
Traffic Vol, veh/h
195
12
18
276
3
4
Future Vol, veh/h
195
12
18
276
3
4
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
0
-
0
0
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
85
80
80
85
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
229
15
23
325
4
5
Major/Minor
Major1
Major2
Minor1
Conflicting Flow All
0
0
244
0
608
237
Stage 1
-
-
-
-
237
-
Stage 2
-
-
-
-
371
-
Critical Hdwy
-
-
4.2
-
6.5
6.3
Critical Hdwy Stg 1
-
-
-
-
5.5
-
Critical Hdwy Stg 2
-
-
-
-
5.5
-
Follow-up Hdwy
-
-
2.29
-
3.59
3.39
Pot Cap-1 Maneuver
-
-
1277
-
446
783
Stage 1
-
-
-
-
784
-
Stage 2
-
-
-
-
681
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
-
-
1277
-
438
783
Mov Cap-2 Maneuver
-
-
-
-
526
-
Stage 1
-
-
-
-
784
-
Stage 2
-
-
-
-
669
-
Approach
EB
WB
NB
HCM Control Delay, s
0
0.5
10.6
HCM LOS
B
Minor Lane/Major Mvmt
NBLn1NBLn2
EBT
EBR
WBL
WBT
Capacity (veh/h)
526
783
-
-
1277
-
HCM Lane V/C Ratio
0.007 0.006
-
- 0.018
-
HCM Control Delay (s)
11.9
9.6
-
-
7.9
-
HCM Lane LOS
B
A
-
-
A
-
HCM 95th %tile Q(veh)
0
0
-
-
0.1
-
HCM 6th TWSC
28: Alsup Road & South Building 5 Driveway
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 16
Intersection
Int Delay, s/veh
1.7
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
4
5
85
14
21
18
Future Vol, veh/h
4
5
85
14
21
18
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
0
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
5
6
100
18
26
23
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
184
109
0
0
118
0
Stage 1
109
-
-
-
-
-
Stage 2
75
-
-
-
-
-
Critical Hdwy
6.5
6.3
-
-
4.2
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
-
-
2.29
-
Pot Cap-1 Maneuver
787
923
-
-
1422
-
Stage 1
896
-
-
-
-
-
Stage 2
928
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
773
923
-
-
1422
-
Mov Cap-2 Maneuver
765
-
-
-
-
-
Stage 1
896
-
-
-
-
-
Stage 2
911
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
9.3
0
4.1
HCM LOS
A
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
765
923
1422
-
HCM Lane V/C Ratio
-
- 0.007 0.007 0.018
-
HCM Control Delay (s)
-
-
9.7
8.9
7.6
-
HCM Lane LOS
-
-
A
A
A
-
HCM 95th %tile Q(veh)
-
-
0
0
0.1
-
HCM 6th TWSC
31: Reems Road & North Access
04/16/2021
2027 Weekday AM Peak Hour - With Project
Synchro 10 Report
Page 17
Intersection
Int Delay, s/veh
1.1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
8
5
20
68
148
32
Future Vol, veh/h
8
5
20
68
148
32
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
80
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
10
6
25
85
174
40
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
329
194
214
0
-
0
Stage 1
194
-
-
-
-
-
Stage 2
135
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
649
827
1310
-
-
-
Stage 1
820
-
-
-
-
-
Stage 2
872
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
637
827
1310
-
-
-
Mov Cap-2 Maneuver
671
-
-
-
-
-
Stage 1
804
-
-
-
-
-
Stage 2
872
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
10
1.8
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1310
-
671
827
-
-
HCM Lane V/C Ratio
0.019
- 0.015 0.008
-
-
HCM Control Delay (s)
7.8
-
10.4
9.4
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0.1
-
0
0
-
-
HCM Signalized Intersection Capacity Analysis
1: Reems Road & Westbound Northern Parkway Ramps
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
0
0
0
62
3
222
67
227
0
0
280
90
Future Volume (vph)
0
0
0
62
3
222
67
227
0
0
280
90
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
0.91
Frt
1.00
1.00
0.85
1.00
1.00
0.96
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1641
1727
1468
1641
1727
4543
Flt Permitted
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1641
1727
1468
1641
1727
4543
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.85
0.80
0.85
0.80
0.80
0.85
0.85
Adj. Flow (vph)
0
0
0
78
4
261
84
267
0
0
329
106
RTOR Reduction (vph)
0
0
0
0
0
232
0
0
0
0
43
0
Lane Group Flow (vph)
0
0
0
78
4
29
84
267
0
0
392
0
Turn Type
Split
NA
Perm
Prot
NA
NA
Protected Phases
8
8
1 7
5 6 7
2
Permitted Phases
8
Actuated Green, G (s)
10.1
10.1
10.1
11.1
70.9
50.8
Effective Green, g (s)
10.1
10.1
10.1
11.1
70.9
50.8
Actuated g/C Ratio
0.11
0.11
0.11
0.12
0.79
0.56
Clearance Time (s)
4.5
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
184
193
164
202
1360
2564
v/s Ratio Prot
c0.05
0.00
c0.05
c0.15
0.09
v/s Ratio Perm
0.02
v/c Ratio
0.42
0.02
0.18
0.42
0.20
0.15
Uniform Delay, d1
37.2
35.5
36.2
36.5
2.4
9.3
Progression Factor
1.00
1.00
1.00
1.36
0.50
1.00
Incremental Delay, d2
1.6
0.0
0.5
1.4
0.1
0.1
Delay (s)
38.8
35.6
36.7
51.0
1.3
9.5
Level of Service
D
D
D
D
A
A
Approach Delay (s)
0.0
37.2
13.2
9.5
Approach LOS
A
D
B
A
Intersection Summary
HCM 2000 Control Delay
19.0
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.27
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
33.2%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
2: Reems Road & Eastbound Northern Parkway Ramps
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 3
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (vph)
28
0
30
0
0
0
0
259
164
188
165
0
Future Volume (vph)
28
0
30
0
0
0
0
259
164
188
165
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.5
4.5
4.5
4.5
4.5
Lane Util. Factor
1.00
1.00
0.95
0.97
1.00
Frt
1.00
0.85
0.94
1.00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1641
1468
3091
3183
1727
Flt Permitted
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
1641
1468
3091
3183
1727
Peak-hour factor, PHF
0.80
0.80
0.80
0.80
0.80
0.80
0.80
0.85
0.85
0.85
0.85
0.80
Adj. Flow (vph)
35
0
38
0
0
0
0
305
193
221
194
0
RTOR Reduction (vph)
0
0
35
0
0
0
0
84
0
0
0
0
Lane Group Flow (vph)
35
0
3
0
0
0
0
414
0
221
194
0
Turn Type
Split
Perm
NA
Prot
NA
Protected Phases
4
4
6
3 5
1 2 3
Permitted Phases
4
Actuated Green, G (s)
6.4
6.4
49.3
16.3
74.6
Effective Green, g (s)
6.4
6.4
49.3
16.3
74.6
Actuated g/C Ratio
0.07
0.07
0.55
0.18
0.83
Clearance Time (s)
4.5
4.5
4.5
Vehicle Extension (s)
3.0
3.0
3.0
Lane Grp Cap (vph)
116
104
1693
576
1431
v/s Ratio Prot
c0.02
c0.13
c0.07
0.11
v/s Ratio Perm
0.00
v/c Ratio
0.30
0.03
0.24
0.38
0.14
Uniform Delay, d1
39.7
38.9
10.6
32.4
1.5
Progression Factor
1.00
1.00
1.00
1.33
1.21
Incremental Delay, d2
1.5
0.1
0.3
0.4
0.0
Delay (s)
41.1
39.0
11.0
43.5
1.8
Level of Service
D
D
B
D
A
Approach Delay (s)
40.0
0.0
11.0
24.0
Approach LOS
D
A
B
C
Intersection Summary
HCM 2000 Control Delay
18.6
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.28
Actuated Cycle Length (s)
90.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
33.2%
ICU Level of Service
A
Analysis Period (min)
15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Reems Road & Northern Avenue
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 6
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
183
128
4
25
246
58
6
170
44
34
60
105
Future Volume (veh/h)
183
128
4
25
246
58
6
170
44
34
60
105
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
1752
Adj Flow Rate, veh/h
215
151
5
31
289
72
8
200
55
42
75
124
Peak Hour Factor
0.85
0.85
0.80
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.80
0.85
Percent Heavy Veh, %
10
10
10
10
10
10
10
10
10
10
10
10
Cap, veh/h
344
707
23
511
568
141
522
613
169
481
275
455
Arrive On Green
0.42
0.42
0.42
0.42
0.42
0.42
0.46
0.46
0.46
0.46
0.46
0.46
Sat Flow, veh/h
956
1686
56
1153
1354
337
1108
1323
364
1053
594
981
Grp Volume(v), veh/h
215
0
156
31
0
361
8
0
255
42
0
199
Grp Sat Flow(s),veh/h/ln
956
0
1742
1153
0
1691
1108
0
1686
1053
0
1575
Q Serve(g_s), s
16.4
0.0
4.4
1.4
0.0
12.1
0.3
0.0
7.3
2.0
0.0
5.9
Cycle Q Clear(g_c), s
28.5
0.0
4.4
5.7
0.0
12.1
6.3
0.0
7.3
9.3
0.0
5.9
Prop In Lane
1.00
0.03
1.00
0.20
1.00
0.22
1.00
0.62
Lane Grp Cap(c), veh/h
344
0
730
511
0
709
522
0
781
481
0
730
V/C Ratio(X)
0.62
0.00
0.21
0.06
0.00
0.51
0.02
0.00
0.33
0.09
0.00
0.27
Avail Cap(c_a), veh/h
511
0
1034
713
0
1004
522
0
781
481
0
730
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
27.0
0.0
14.2
16.0
0.0
16.4
14.6
0.0
13.0
16.0
0.0
12.6
Incr Delay (d2), s/veh
1.9
0.0
0.1
0.0
0.0
0.6
0.1
0.0
1.1
0.4
0.0
0.9
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/ln
3.5
0.0
1.5
0.3
0.0
4.1
0.1
0.0
2.6
0.5
0.0
2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
28.8
0.0
14.3
16.1
0.0
17.0
14.6
0.0
14.1
16.3
0.0
13.6
LnGrp LOS
C
A
B
B
A
B
B
A
B
B
A
B
Approach Vol, veh/h
371
392
263
241
Approach Delay, s/veh
22.7
16.9
14.1
14.0
Approach LOS
C
B
B
B
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
40.0
36.6
40.0
36.6
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
35.5
45.5
35.5
45.5
Max Q Clear Time (g_c+I1), s
9.3
30.5
11.3
14.1
Green Ext Time (p_c), s
1.4
1.6
1.2
2.2
Intersection Summary
HCM 6th Ctrl Delay
17.5
HCM 6th LOS
B
HCM 6th TWSC
12: Reems Road & Orangewood Avenue
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 7
Intersection
Int Delay, s/veh
0.5
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
6
3
3
81
143
5
Future Vol, veh/h
6
3
3
81
143
5
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
8
4
4
95
168
6
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
274
171
174
0
-
0
Stage 1
171
-
-
-
-
-
Stage 2
103
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
699
852
1356
-
-
-
Stage 1
840
-
-
-
-
-
Stage 2
902
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
697
852
1356
-
-
-
Mov Cap-2 Maneuver
712
-
-
-
-
-
Stage 1
837
-
-
-
-
-
Stage 2
902
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.8
0.3
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1356
-
712
852
-
-
HCM Lane V/C Ratio
0.003
- 0.011 0.004
-
-
HCM Control Delay (s)
7.7
0
10.1
9.2
-
-
HCM Lane LOS
A
A
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0
0
-
-
HCM 6th TWSC
14: Reems Road & North Middle Access
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 8
Intersection
Int Delay, s/veh
3.3
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
60
39
11
125
83
16
Future Vol, veh/h
60
39
11
125
83
16
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
75
49
14
147
98
20
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
283
108
118
0
-
0
Stage 1
108
-
-
-
-
-
Stage 2
175
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
690
925
1422
-
-
-
Stage 1
897
-
-
-
-
-
Stage 2
836
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
683
925
1422
-
-
-
Mov Cap-2 Maneuver
703
-
-
-
-
-
Stage 1
888
-
-
-
-
-
Stage 2
836
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
10.1
0.6
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1422
-
703
925
-
-
HCM Lane V/C Ratio
0.01
- 0.107 0.053
-
-
HCM Control Delay (s)
7.6
-
10.7
9.1
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0.4
0.2
-
-
HCM 6th TWSC
16: Reems Road & South Middle Access
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh
1.4
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
19
14
4
117
117
5
Future Vol, veh/h
19
14
4
117
117
5
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
24
18
5
138
138
6
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
289
141
144
0
-
0
Stage 1
141
-
-
-
-
-
Stage 2
148
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
685
886
1391
-
-
-
Stage 1
867
-
-
-
-
-
Stage 2
860
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
682
886
1391
-
-
-
Mov Cap-2 Maneuver
705
-
-
-
-
-
Stage 1
864
-
-
-
-
-
Stage 2
860
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
9.8
0.3
0
HCM LOS
A
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1391
-
705
886
-
-
HCM Lane V/C Ratio
0.004
- 0.034
0.02
-
-
HCM Control Delay (s)
7.6
-
10.3
9.1
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0.1
0.1
-
-
HCM 6th TWSC
18: Reems Road & South Access
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 10
Intersection
Int Delay, s/veh
2.7
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
41
27
7
80
121
10
Future Vol, veh/h
41
27
7
80
121
10
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
51
34
9
94
142
13
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
261
149
155
0
-
0
Stage 1
149
-
-
-
-
-
Stage 2
112
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
711
877
1378
-
-
-
Stage 1
859
-
-
-
-
-
Stage 2
893
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
706
877
1378
-
-
-
Mov Cap-2 Maneuver
720
-
-
-
-
-
Stage 1
853
-
-
-
-
-
Stage 2
893
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
10
0.6
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1378
-
720
877
-
-
HCM Lane V/C Ratio
0.006
- 0.071 0.038
-
-
HCM Control Delay (s)
7.6
-
10.4
9.3
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0.2
0.1
-
-
HCM 6th TWSC
21: Alsup Road & North Building 5 Access
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 12
Intersection
Int Delay, s/veh
2.1
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
13
20
51
4
5
68
Future Vol, veh/h
13
20
51
4
5
68
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
0
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
16
25
64
5
6
85
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
164
67
0
0
69
0
Stage 1
67
-
-
-
-
-
Stage 2
97
-
-
-
-
-
Critical Hdwy
6.5
6.3
-
-
4.2
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
-
-
2.29
-
Pot Cap-1 Maneuver
808
975
-
-
1483
-
Stage 1
936
-
-
-
-
-
Stage 2
907
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
805
975
-
-
1483
-
Mov Cap-2 Maneuver
786
-
-
-
-
-
Stage 1
936
-
-
-
-
-
Stage 2
903
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
9.2
0
0.5
HCM LOS
A
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
786
975
1483
-
HCM Lane V/C Ratio
-
- 0.021 0.026 0.004
-
HCM Control Delay (s)
-
-
9.7
8.8
7.4
-
HCM Lane LOS
-
-
A
A
A
-
HCM 95th %tile Q(veh)
-
-
0.1
0.1
0
-
HCM 6th TWSC
23: West Access & Northern Avenue
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 13
Intersection
Int Delay, s/veh
2.4
Movement
EBT
EBR
WBL
WBT
NBL
NBR
Lane Configurations
Traffic Vol, veh/h
232
10
19
345
46
68
Future Vol, veh/h
232
10
19
345
46
68
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
0
-
0
0
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
85
80
80
90
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
273
13
24
383
58
85
Major/Minor
Major1
Major2
Minor1
Conflicting Flow All
0
0
286
0
711
280
Stage 1
-
-
-
-
280
-
Stage 2
-
-
-
-
431
-
Critical Hdwy
-
-
4.2
-
6.5
6.3
Critical Hdwy Stg 1
-
-
-
-
5.5
-
Critical Hdwy Stg 2
-
-
-
-
5.5
-
Follow-up Hdwy
-
-
2.29
-
3.59
3.39
Pot Cap-1 Maneuver
-
-
1232
-
388
740
Stage 1
-
-
-
-
749
-
Stage 2
-
-
-
-
639
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
-
-
1232
-
381
740
Mov Cap-2 Maneuver
-
-
-
-
381
-
Stage 1
-
-
-
-
749
-
Stage 2
-
-
-
-
627
-
Approach
EB
WB
NB
HCM Control Delay, s
0
0.5
12.8
HCM LOS
B
Minor Lane/Major Mvmt
NBLn1NBLn2
EBT
EBR
WBL
WBT
Capacity (veh/h)
381
740
-
-
1232
-
HCM Lane V/C Ratio
0.151 0.115
-
- 0.019
-
HCM Control Delay (s)
16.1
10.5
-
-
8
-
HCM Lane LOS
C
B
-
-
A
-
HCM 95th %tile Q(veh)
0.5
0.4
-
-
0.1
-
HCM 6th TWSC
25: Alsup Road & Middle Building 5 Access
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 14
Intersection
Int Delay, s/veh
2.1
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
12
18
37
3
5
76
Future Vol, veh/h
12
18
37
3
5
76
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
0
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
80
80
80
85
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
15
23
46
4
6
89
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
149
48
0
0
50
0
Stage 1
48
-
-
-
-
-
Stage 2
101
-
-
-
-
-
Critical Hdwy
6.5
6.3
-
-
4.2
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
-
-
2.29
-
Pot Cap-1 Maneuver
825
999
-
-
1507
-
Stage 1
954
-
-
-
-
-
Stage 2
903
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
822
999
-
-
1507
-
Mov Cap-2 Maneuver
795
-
-
-
-
-
Stage 1
954
-
-
-
-
-
Stage 2
899
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
9.1
0
0.5
HCM LOS
A
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
795
999
1507
-
HCM Lane V/C Ratio
-
- 0.019 0.023 0.004
-
HCM Control Delay (s)
-
-
9.6
8.7
7.4
-
HCM Lane LOS
-
-
A
A
A
-
HCM 95th %tile Q(veh)
-
-
0.1
0.1
0
-
HCM 6th TWSC
26: East Access & Northern Avenue
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 15
Intersection
Int Delay, s/veh
0.6
Movement
EBT
EBR
WBL
WBT
NBL
NBR
Lane Configurations
Traffic Vol, veh/h
297
3
5
352
12
18
Future Vol, veh/h
297
3
5
352
12
18
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
- None
- None
- None
Storage Length
-
-
0
-
0
0
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
85
80
80
90
80
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
349
4
6
391
15
23
Major/Minor
Major1
Major2
Minor1
Conflicting Flow All
0
0
353
0
754
351
Stage 1
-
-
-
-
351
-
Stage 2
-
-
-
-
403
-
Critical Hdwy
-
-
4.2
-
6.5
6.3
Critical Hdwy Stg 1
-
-
-
-
5.5
-
Critical Hdwy Stg 2
-
-
-
-
5.5
-
Follow-up Hdwy
-
-
2.29
-
3.59
3.39
Pot Cap-1 Maneuver
-
-
1163
-
366
675
Stage 1
-
-
-
-
695
-
Stage 2
-
-
-
-
658
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
-
-
1163
-
364
675
Mov Cap-2 Maneuver
-
-
-
-
474
-
Stage 1
-
-
-
-
695
-
Stage 2
-
-
-
-
655
-
Approach
EB
WB
NB
HCM Control Delay, s
0
0.1
11.4
HCM LOS
B
Minor Lane/Major Mvmt
NBLn1NBLn2
EBT
EBR
WBL
WBT
Capacity (veh/h)
474
675
-
-
1163
-
HCM Lane V/C Ratio
0.032 0.033
-
- 0.005
-
HCM Control Delay (s)
12.8
10.5
-
-
8.1
-
HCM Lane LOS
B
B
-
-
A
-
HCM 95th %tile Q(veh)
0.1
0.1
-
-
0
-
HCM 6th TWSC
28: Alsup Road & South Building 5 Driveway
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 16
Intersection
Int Delay, s/veh
2.4
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
13
20
20
4
5
83
Future Vol, veh/h
13
20
20
4
5
83
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
-
-
0
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
80
80
80
85
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
16
25
25
5
6
98
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
138
28
0
0
30
0
Stage 1
28
-
-
-
-
-
Stage 2
110
-
-
-
-
-
Critical Hdwy
6.5
6.3
-
-
4.2
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
-
-
2.29
-
Pot Cap-1 Maneuver
837
1025
-
-
1533
-
Stage 1
974
-
-
-
-
-
Stage 2
895
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
834
1025
-
-
1533
-
Mov Cap-2 Maneuver
798
-
-
-
-
-
Stage 1
974
-
-
-
-
-
Stage 2
891
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
9
0
0.4
HCM LOS
A
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
798
1025
1533
-
HCM Lane V/C Ratio
-
-
0.02 0.024 0.004
-
HCM Control Delay (s)
-
-
9.6
8.6
7.4
-
HCM Lane LOS
-
-
A
A
A
-
HCM 95th %tile Q(veh)
-
-
0.1
0.1
0
-
HCM 6th TWSC
31: Reems Road & North Access
04/16/2021
2027 Weekday PM Peak Hour - With Project
Synchro 10 Report
Page 17
Intersection
Int Delay, s/veh
1.7
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
31
20
6
189
81
8
Future Vol, veh/h
31
20
6
189
81
8
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
- None
- None
- None
Storage Length
0
0
0
-
-
-
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
85
85
80
Heavy Vehicles, %
10
10
10
10
10
10
Mvmt Flow
39
25
8
222
95
10
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
338
100
105
0
-
0
Stage 1
100
-
-
-
-
-
Stage 2
238
-
-
-
-
-
Critical Hdwy
6.5
6.3
4.2
-
-
-
Critical Hdwy Stg 1
5.5
-
-
-
-
-
Critical Hdwy Stg 2
5.5
-
-
-
-
-
Follow-up Hdwy
3.59
3.39
2.29
-
-
-
Pot Cap-1 Maneuver
642
934
1438
-
-
-
Stage 1
904
-
-
-
-
-
Stage 2
783
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
638
934
1438
-
-
-
Mov Cap-2 Maneuver
667
-
-
-
-
-
Stage 1
899
-
-
-
-
-
Stage 2
783
-
-
-
-
-
Approach
EB
NB
SB
HCM Control Delay, s
10
0.2
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
1438
-
667
934
-
-
HCM Lane V/C Ratio
0.005
- 0.058 0.027
-
-
HCM Control Delay (s)
7.5
-
10.7
9
-
-
HCM Lane LOS
A
-
B
A
-
-
HCM 95th %tile Q(veh)
0
-
0.2
0.1
-
-
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
APPENDIX
Turn Lane Calculations
Signalized Intersection
(Left Turn Lane)
Location:
Westbound Northern Parkway Ramps/Reems Road
Approach/Leg:
Northbound
V = vehicles per hour
Cycle Length =
90 sec
PM Peak Hour
V =
67 vph
Vehicles/cycle = 2 x (vehicles/hour)/cycles/hour
Storage length = (vehicles/cycle x 25 feet)
S (ft) =
67 vph*(2)*(25 ft/veh)*(90sec/cycle) =
84 feet
(3600sec/hr)
Minimum Recommended Storage:
100 feet
Signalized Intersection
(Right Turn Lane)
Location:
Eastbound Northern Parkway Ramps/Reems Road
Approach/Leg:
Northbound
V = vehicles per hour
Cycle Length =
90 sec
PM Peak Hour
V =
164 vph
Vehicles/cycle = 2 x (vehicles/hour)/cycles/hour
Storage length = (vehicles/cycle x 25 feet)
S (ft) =
164 vph*(2)*(25 ft/veh)*(90sec/cycle) =
205 feet
(3600sec/hr)
Minimum Recommended Storage:
225 feet
2025 With Project
2025 With Project
Signalized Intersection
(Left Turn lane)
Location:
Reems Road/Northern Avenue
Approach/Leg:
Northbound
V = vehicles per hour
Cycle Length =
90 sec
AM Peak Hour
V =
6 vph
Vehicles/cycle = 2 x (vehicles/hour)/cycles/hour
Storage length = (vehicles/cycle x 25 feet)
S (ft) =
6 vph*(2)*(25 ft/veh)*(90sec/cycle) =
8 feet
(3600sec/hr)
Minimum Recommended Storage:
25 feet
Signalized Intersection
(Left Turn lane)
Location:
Reems Road/Northern Avenue
Approach/Leg:
Eastbound
V = vehicles per hour
Cycle Length =
90 sec
AM Peak Hour
V =
183 vph
Vehicles/cycle = 2 x (vehicles/hour)/cycles/hour
Storage length = (vehicles/cycle x 25 feet)
S (ft) =
183 vph*(2)*(25 ft/veh)*(90sec/cycle) =
229 feet
(3600sec/hr)
Minimum Recommended Storage:
250 feet
2025 With Project
2025 With Project
Un-Signalized Intersection
(Left Turn Lane)
Location:
North Access/Reems Road
Approach/Leg:
Northbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
20 vph
Opposing Volume =
180 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
Un-Signalized Intersection
(Left Turn Lane)
Location:
North Middle Access/Reems Road
Approach/Leg:
Northbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
40 vph
Opposing Volume =
148 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
Un-Signalized Intersection
(Left Turn Lane)
Location:
South Middle Access/Reems Road
Approach/Leg:
Northbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
97 vph
Opposing Volume =
94 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
2025 With Project
2025 With Project
2025 With Project
Un-Signalized Intersection
(Left Turn Lane)
Location:
South Access/Reems Road
Approach/Leg:
Northbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
28 vph
Opposing Volume =
81 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
Un-Signalized Intersection
(Left Turn Lane)
Location:
East Access/Northern Avenue
Approach/Leg:
Westbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
18 vph
Opposing Volume =
207 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
2025 With Project
2025 With Project
Un-Signalized Intersection
(Right Turn Lane)
Location:
West Access/Northern Avenue
Approach/Leg:
Eastbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
46 vph
Opposing Volume =
0 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
Un-Signalized Intersection
(Left Turn Lane)
Location:
West Access/Northern Avenue
Approach/Leg:
Westbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
71 vph
Opposing Volume =
236 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
2025 With Project
2025 With Project
Un-Signalized Intersection
(Left Turn Lane)
Location:
North Building 5 Access/Alsup Road
Approach/Leg:
Southbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
20 vph
Opposing Volume =
81 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
Un-Signalized Intersection
(Left Turn Lane)
Location:
Middle Building 5 Driveway/Alsup Road
Approach/Leg:
Southbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
18 vph
Opposing Volume =
90 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
Un-Signalized Intersection
(Left Turn Lane)
Location:
South Building 5 Access/Alsup Road
Approach/Leg:
Southbound
V = vehicles per hour
AM Peak Hour
Turning Volume =
21 vph
Opposing Volume =
98 vph
Based on AASHTO Policy on Geometric Design of Highways and Streets (2018)
Table 9-22. Calculated Storage Lengths to Accommodate the 85th Percentile Cricital Gap
Storage =
50 feet
Minimum Recommended Storage:
50 feet
2025 With Project
2025 With Project
2025 With Project
HOPEWELL REEMS
ORANGEWOOD AVENUE/REEMS ROAD
TRAFFIC IMPACT ANALYSIS
APPENDIX
Crash Data
Northern Parkway/Reems Road Crash Data
2017‐2019
IncidentID
IncidentDate
CollisionManner
TotalInjuries
TotalFatalities
InjurySeverity
Onroad
CrossingFeature
Offset
3400955
8/14/2018 0:00
3
0
0
1 07 REEMS Northern Pkwy
0
3322854
1/26/2018 0:00
1
1
0
2 07 NORTHERN Reems Rd
0
3328065
2/5/2018 0:00
97
0
0
1 07 NORTHERN Reems Rd
200
3448807
12/15/2018 0:00
1
0
0
1 07 NORTHERN Reems Rd
‐30
3463816
1/25/2019 0:00
2
0
0
1 07 REEMS Northern Pkwy
800
3466640
2/1/2019 0:00
1
1
0
3 07 REEMS Northern Pkwy Non
50
3492569
4/5/2019 0:00
1
0
0
1 07 REEMS Northern Pkwy
100
3550933
8/25/2019 0:00
1
0
0
1 07 REEMS Northern Pkwy Non
0
3523181
6/16/2019 0:00
1
1
0
3 07 NORTHERN Reems Rd
500
3524738
6/16/2019 0:00
1
1
0
3 07 NORTHERN Reems Rd
500
3529787
6/29/2019 0:00
1
0
0
1 07 NORTHERN Reems Rd
‐29
LEGEND
1 SINGLE_VEHICLE
1 NO_INJURY
2 ANGLE (front to side)(other than left turn)
2 POSSIBLE_INJURY
3 LEFT_TURN
3 SUSPECTED_MINOR_INJURY
4 REAR_END
4 SUSPECTED_SERIOUS_INJURY
5 HEAD_ON
5 FATAL
6 SIDESWIPE_SAME_DIRECTION
99 UNKNOWN
7 SIDESWIPE_OPPOSITE_DIRECTION
8 REAR_TO_SIDE
9 REAR_TO_REAR
10 U_TURN
97 OTHER
99 UNKNOWN
CollisionManner
InjurySeverity