Extracted text (via pymupdf)
368214 characters
ZON25-06 TIA Sarival Logistics_Stamped.pdf Markup Summary
Subject: Stamp
Status:
Author: rfastje
Page Label: 43
rfastje (8)
Subject: Highlight
Status:
Author: rfastje
Page Label: 50
Three (3) full access points are proposed along
Sarival Avenue to serve the proposed
development
Subject: Highlight
Status:
Author: rfastje
Page Label: 66
202
Subject: Callout
Status:
Author: rfastje
Page Label: 66
This would imply it was part of the background
traffic. It is not built yet
Subject: Highlight
Status:
Author: rfastje
Page Label: 68
GLENDALE – SARIVAL-OLIVE TRAFFIC SIGNAL
• City of Glendale Project #: CIPST24033 – Add
intersection signalization at Sarival Ave
and Olive Ave
Subject: Highlight
Status:
Author: rfastje
Page Label: 68
GLENDALE – SARIVAL-PEORIA INTERSECTION
IMPROVEMENT
• City of Glendale Project #: CIPST24034 – Add
intersection signalization at Sarival Ave
and Peoria Ave. P
Subject: Highlight
Status:
Author: rfastje
Page Label: 69
Sarival Avenue and Olive Avenue (5)
By Others:
• Traffic signalizat
Subject: Highlight
Status:
Author: rfastje
Page Label: 85
RECOMMENDATIONS
APPROVED
Rebecca Fastje
05/19/2025
g
approximately 1,300 feet south of Peoria Avenue. The site is located within Maricopa
County unincorporated area and adjacent to City of Glendale city limits. See Figure 1
for a vicinity map.
The proposed Sarival Logistics development will be comprised of three (3) industrial
buildings totaling 675,500 square feet. The opening year is anticipated in 2030. The
proposed building areas are as follows:
Building 1
146,500 sq. ft.
Building 2
254,000 sq. ft.
Building 3
275,000 sq. ft.
2.1.1. SITE ACCESS
Three (3) full access points are proposed along Sarival Avenue to serve the proposed
development. Each driveway will include a dedicated right-turn lane. Left turns will be
accommodated through the two-way left-turn lane along Sarival Avenue.
Sarival Avenue and Brown Street/Driveway A (4) is located approximately 1,700 feet
south of Peoria Avenue at the existing Sarival Avenue and Brown Street intersection.
Driveway A is a proposed full-access driveway that will serve as the west leg,
converting the current T-intersection into a four-way, two-way stop-controlled
intersection.
Sarival Avenue and Driveway B (8) is located approximately 420 feet south of Brown
Street. Driveway B is a proposed full access stop-controlled driveway.
Sarival Avenue and Driveway C (9) is located approximately 420 feet south of
Driveway B. Driveway C is a proposed full access stop-controlled driveway.
7,000-
2023 a
PM pe
in the year
and 447 PM
2. Sarival
The Sarival
7,000-squa
2023 and to
PM peak h
3. Sycamo
The Sycam
assumed to
97 AM pea
This would imply it
was part of the
background traffic.
It is not built yet
annual growth rate are shown in Figure 10.
5.2. YEAR 2030 BUILD TRAFFIC VOLUMES
To determine the year 2030 build traffic volumes, the site traffic volumes (Figure 7) are
added to the year 2030 background traffic volumes (Figure 10). This represents the year
2030 traffic volumes with the buildout of the proposed Sarival Logistics development. The
year 2030 build traffic volumes are shown in Figure 11.
5.3. YEAR 2030 ROADWAY NETWORK
The following roadway network improvements are considered in the future capacity
analyses based on planned capital improvement projects and the numerous surrounding
area developments planned for construction in the near future:
GLENDALE – SARIVAL-OLIVE TRAFFIC SIGNAL
• City of Glendale Project #: CIPST24033 – Add intersection signalization at Sarival Ave
and Olive Ave. Per the City of Glendale FY 2025-2034 Capital Improvement Program,
the project cost is planned to be equally shared between Glendale and MCDOT, with
each contributing 50%.
GLENDALE – SARIVAL-PEORIA INTERSECTION IMPROVEMENT
• City of Glendale Project #: CIPST24034 – Add intersection signalization at Sarival Ave
and Peoria Ave. Per the City of Glendale FY 2025-2034 Capital Improvement Program,
the project cost is planned to be shared between Glendale and the City of Surprise,
with Glendale contributing 25% and Surprise contributing 75%.
SURPRISE - PEORIA AVENUE (SR303-SARIVAL)
• City of Surprise Project #: P65080 – Complete Peoria Avenue from Loop 303 to Sarival
Avenue with its ultimate 6-lane cross section. Per the City of Surprise FY 2025 Adopted
Budget, this project will be a joint effort with Maricopa County.
2030 traffic volumes with the buildout of the proposed Sarival Logistics development. The
year 2030 build traffic volumes are shown in Figure 11.
5.3. YEAR 2030 ROADWAY NETWORK
The following roadway network improvements are considered in the future capacity
analyses based on planned capital improvement projects and the numerous surrounding
area developments planned for construction in the near future:
GLENDALE – SARIVAL-OLIVE TRAFFIC SIGNAL
• City of Glendale Project #: CIPST24033 – Add intersection signalization at Sarival Ave
and Olive Ave. Per the City of Glendale FY 2025-2034 Capital Improvement Program,
the project cost is planned to be equally shared between Glendale and MCDOT, with
each contributing 50%.
GLENDALE – SARIVAL-PEORIA INTERSECTION IMPROVEMENT
• City of Glendale Project #: CIPST24034 – Add intersection signalization at Sarival Ave
and Peoria Ave. Per the City of Glendale FY 2025-2034 Capital Improvement Program,
the project cost is planned to be shared between Glendale and the City of Surprise,
with Glendale contributing 25% and Surprise contributing 75%.
SURPRISE - PEORIA AVENUE (SR303-SARIVAL)
• City of Surprise Project #: P65080 – Complete Peoria Avenue from Loop 303 to Sarival
Avenue with its ultimate 6-lane cross section. Per the City of Surprise FY 2025 Adopted
Budget, this project will be a joint effort with Maricopa County.
MCDOT - OLIVE AVENUE (SR303 TO REEMS ROAD)
• MCDOT Project #: TT0561-TT0562 – Widen Olive Avenue west of Loop 303 to Reems
Road. The widened roadway will include four travel lanes with a center paved turn
lane. The project will also install a traffic signal at the intersections of Sarival Avenue.
The intersection will be widened to provide for additional turn lanes to improve
capacity
By Proposed Development:
• Half-street improvements and a southb
• Construct the west leg with an eastbou
right turn lane and install a stop sign
Sarival Avenue and Olive Avenue (5)
By Others:
• Traffic signalization
• A dedicated eastbound left turn lane, a
dedicated eastbound right-turn lane
• A dedicated westbound bound left tur
and a dedicated westbound right-turn
• A dedicated northbound left turn lane
8. RECOMMENDATIONS
The proposed Sarival Logistics development is com
totaling 675,500 square feet and is located west o
south of Peoria Avenue. The site is located within
adjacent to City of Glendale city limits. The openin
The recommendations with the buildout of the pr
Sarival Logistics
Traffic Impact Analysis
Prepared for:
Project Number: 25.5783
April 3, 2025
Evergreen-Sarival & Peoria, LLC
2390 E. Camelback Road, Suite 410
Phoenix, AZ 85016
Prepared by:
Lōkahi, LLC
10555 N. 114th Street, Suite 105
Scottsdale, AZ 85259
04/03/25
APPROVED
Rebecca Fastje
05/19/2025
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
i
Table of Contents:
1.
Introduction and Executive Summary .............................................................................................1
1.1.
Purpose of Report and Study Objectives ..................................................................................1
1.2.
Executive Summary.................................................................................................................... 2
1.2.1.
Existing Capacity Analysis ................................................................................................... 2
1.2.2.
Trip Generation ................................................................................................................... 2
1.2.3.
Future Conditions ............................................................................................................... 2
1.2.4.
Recommendations .............................................................................................................. 3
2.
Proposed Development ................................................................................................................... 4
2.1.1.
Site Access ........................................................................................................................... 4
3.
Existing Conditions ........................................................................................................................... 7
3.1.
Study Area Land Use .................................................................................................................. 7
3.2.
Study Roadway Segments ......................................................................................................... 7
3.3.
Study Intersections .................................................................................................................... 8
3.4.
Site Accessibility ......................................................................................................................... 9
3.4.1.
Roadway System ................................................................................................................. 9
3.4.2.
Pedestrian Facilities ............................................................................................................ 9
3.4.3.
Bicycle Facilities ................................................................................................................... 9
3.4.4.
Transit Facilities ................................................................................................................... 9
3.5.
Existing Traffic Counts .............................................................................................................. 11
3.6.
Existing Capacity Analysis ......................................................................................................... 13
4.
Projected Traffic .............................................................................................................................. 17
4.1.
Trip Generation.......................................................................................................................... 17
4.2.
Trip Distribution and Assignment ............................................................................................ 17
5.
Future Conditions (Year 2030 – Opening Year) ........................................................................... 20
5.1.
Year 2030 Background Traffic Volumes .................................................................................. 20
5.1.1.
Annual Growth Rate ......................................................................................................... 20
5.1.2.
Surrounding Area Development ...................................................................................... 20
5.2.
Year 2030 Build Traffic Volumes .............................................................................................. 22
5.3.
Year 2030 Roadway Network .................................................................................................. 22
5.4.
Year 2030 Capacity Analysis .................................................................................................... 24
6.
Future Conditions (Year 2035 – 5 Years After the Opening Year) .............................................. 32
6.1.
Year 2035 Background Traffic Volumes .................................................................................. 32
6.2.
Year 2035 Build Traffic Volumes .............................................................................................. 32
6.3.
Year 2035 Roadway Improvements ........................................................................................ 32
6.4.
Year 2035 Capacity Analysis ..................................................................................................... 32
7.
Queue Analysis ............................................................................................................................... 38
8.
Recommendations ......................................................................................................................... 39
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
ii
Figures:
Figure 1 – Vicinity Map .............................................................................................................................. 5
Figure 2 – Site Plan .................................................................................................................................... 6
Figure 3 – Study Area .............................................................................................................................. 10
Figure 4 – Existing Traffic Volumes ......................................................................................................... 12
Figure 5 – Existing Capacity Analysis ..................................................................................................... 16
Figure 6 – Trip Distribution ..................................................................................................................... 18
Figure 7 – Site Traffic Volumes ............................................................................................................... 19
Figure 8 – Surrounding Area Development ........................................................................................... 27
Figure 9 – Surrounding Area Development Traffic Volumes ................................................................ 28
Figure 10 – Year 2030 Background Traffic Volumes .............................................................................. 29
Figure 11 – Year 2030 Build Traffic Volumes .......................................................................................... 30
Figure 12 – Year 2030 Build Capacity Analysis ....................................................................................... 31
Figure 13 – Year 2035 Background Traffic Volumes .............................................................................. 35
Figure 14 – Year 2035 Build Traffic Volumes .......................................................................................... 36
Figure 15 – Year 2035 Build Capacity Analysis........................................................................................ 37
Tables:
Table 1 – Level of Service Criteria ........................................................................................................... 13
Table 2 – Existing Peak Hour LOS and Delay (1 of 2) ............................................................................. 14
Table 3 – Existing Peak Hour LOS and Delay (2 of 2) ............................................................................ 15
Table 4 – Trip Generation (Proposed Development) ............................................................................. 17
Table 5 - Year 2030 Peak Hour LOS and Delay (1 of 2) .......................................................................... 25
Table 6 - Year 2030 Peak Hour LOS and Delay (2 of 2) .......................................................................... 26
Table 7 - Year 2035 Peak Hour LOS and Delay (1 of 2) ........................................................................... 33
Table 8 - Year 2035 Peak Hour LOS and Delay (2 of 2) .......................................................................... 34
Table 9 – Year 2035 Queuing Analysis ................................................................................................... 38
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
iii
Appendices:
Appendix A – Proposed Site Plan ............................................................................................................ A
Appendix B – Traffic Count Data ............................................................................................................. B
Appendix C – Existing Capacity Analysis .................................................................................................. C
Appendix D – Trip Generation ................................................................................................................. D
Appendix E – MAG Socioeconomic Projections ...................................................................................... E
Appendix F – Surrounding Area Development TIAs ............................................................................... F
Appendix G – Year 2030 No Build Capacity Analysis .............................................................................. G
Appendix H – Year 2030 Build Capacity Analysis ................................................................................... H
Appendix I – Year 2035 No Build Capacity Analysis ................................................................................. I
Appendix J – Year 2035 Build Capacity Analysis ...................................................................................... J
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
1
1. INTRODUCTION AND EXECUTIVE SUMMARY
1.1.
PURPOSE OF REPORT AND STUDY OBJECTIVES
Lōkahi, LLC (Lōkahi) was retained by Evergreen-Sarival & Peoria, LLC to complete a Traffic
Impact Analysis (TIA) for the proposed Sarival Logistics development, located near the
southwest corner of Sarival Avenue and Peoria Avenue. The site is located within Maricopa
County unincorporated area and adjacent to City of Glendale city limits. The TIA will be
prepared for submittal to the City of Glendale, the City of Surprise, the Maricopa County
Department of Transportation (MCDOT), and the Arizona Department of Transportation
(ADOT).
The proposed Sarival Logistics development will be comprised of three (3) industrial
buildings totaling 675,500 square feet. The opening year is anticipated in 2030.
The objective of this Traffic Impact Analysis is to analyze the traffic related impacts of the
proposed development to the adjacent roadway network. See Figure 1 for the vicinity map.
This Traffic Impact Study includes:
• Level of service analysis for the existing conditions weekday AM and PM peak
hours
• Trip generation for the proposed development
• Level of service analysis for the opening year (2030) weekday AM and PM
peak hours
• Level of service analysis for 5 years after the opening year (2035) weekday AM
and PM peak hours
• Queue analysis
The following are the study area intersections included in this study:
1. Peoria Avenue and Loop 303 Southbound Ramp
2. Peoria Avenue and Loop 303 Northbound Ramp
3. Sarival Avenue and Peoria Avenue
4. Sarival Avenue and Brown Street/Driveway A
5. Sarival Avenue and Olive Avenue
6. Sarival Avenue and Northern Parkway Westbound Ramp
7. Sarival Avenue and Northern Parkway Eastbound Ramp
8. Sarival Avenue and Driveway B
9. Sarival Avenue and Driveway C
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
2
1.2.
EXECUTIVE SUMMARY
This report presents the analyses and results of a Traffic Impact Analysis prepared for the
proposed Sarival Logistics development, located on the west side of Sarival Avenue
approximately 1,300 feet south of Peoria Avenue. The site is located within Maricopa
County unincorporated area and adjacent to City of Glendale city limits. The proposed
development will be comprised of three (3) buildings totaling 675,000 square feet. The
opening year is anticipated in 2030.
1.2.1. EXISTING CAPACITY ANALYSIS
The weekday AM and PM peak hour existing capacity analyses were completed for the study
intersections as a baseline analysis of current operations. The existing LOS results are shown
in Table 2 and Table 3.
1.2.2. TRIP GENERATION
The trip generation for the proposed development was calculated using the Institute of
Transportation Engineers (ITE) publication Trip Generation, 11th Edition. The proposed Sarival
Logistics is anticipated to generate a total of 2,277 weekday trips, with 230 trips occurring
during the AM peak hour and 230 trips occurring during the PM peak hour.
1.2.3. FUTURE CONDITIONS
Future capacity analyses were completed with and without the buildout of the proposed
Sarival Logistics development for the opening year and 5 years after the opening year. The
year 2030 and 2035 background traffic volumes include a 3.50% annual growth rate based on
Maricopa Associations of Governments (MAG) socioeconomic projections, as well as the
traffic volumes generated by known surrounding developments.
YEAR 2030 – OPENING YEAR
The year 2030 build capacity analysis results in all movements operating at a LOS D or better,
or at the same capacity as the year 2030 no build conditions. A comparison of the year 2030
build and no build weekday AM and PM peak hour LOS and delay results are shown in Table
5 and Table 6.
Weekday
Total
Total
In
Out
Total
In
Out
Industrial Park
130
675.5 1000 Sq.
Ft. GFA
2,277
230
186
44
230
51
179
PM Peak Hour
Land Use
ITE
Code
Qty
Unit
AM Peak Hour
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
3
YEAR 2035 – 5 YEARS AFTER OPENING YEAR
The year 2035 build capacity analysis results in all movements operating at a LOS D or better,
or at the same capacity as the year 2035 no build conditions. A comparison of the year 2035
build and no build weekday AM and PM peak hour LOS and delay results are shown in Table
7 and Table 8.
1.2.4. RECOMMENDATIONS
The recommendations with the buildout of the proposed Sarival Logistics
development include:
Half-Street Improvements Adjacent to the Project
• The developer will be responsible for the half street improvements adjacent
to the project frontage along Sarival Avenue.
Sarival Avenue and Driveway A (4)
• Construct full access stop-controlled west leg of the existing Sarival Avenue
and Brown Street intersection.
• Construct a 150-foot southbound right-turn lane.
Sarival Avenue and Driveway B (8)
• Construct full access stop-controlled driveway with a 150-foot southbound
right-turn lane.
Sarival Avenue and Driveway C (9)
• Construct full access stop-controlled driveway with a 150-foot southbound
right-turn lane.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
4
2. PROPOSED DEVELOPMENT
The proposed Sarival Logistics development is located west of Sarival Avenue,
approximately 1,300 feet south of Peoria Avenue. The site is located within Maricopa
County unincorporated area and adjacent to City of Glendale city limits. See Figure 1
for a vicinity map.
The proposed Sarival Logistics development will be comprised of three (3) industrial
buildings totaling 675,500 square feet. The opening year is anticipated in 2030. The
proposed building areas are as follows:
Building 1
146,500 sq. ft.
Building 2
254,000 sq. ft.
Building 3
275,000 sq. ft.
2.1.1. SITE ACCESS
Three (3) full access points are proposed along Sarival Avenue to serve the proposed
development. Each driveway will include a dedicated right-turn lane. Left turns will be
accommodated through the two-way left-turn lane along Sarival Avenue.
Sarival Avenue and Brown Street/Driveway A (4) is located approximately 1,700 feet
south of Peoria Avenue at the existing Sarival Avenue and Brown Street intersection.
Driveway A is a proposed full-access driveway that will serve as the west leg,
converting the current T-intersection into a four-way, two-way stop-controlled
intersection.
Sarival Avenue and Driveway B (8) is located approximately 420 feet south of Brown
Street. Driveway B is a proposed full access stop-controlled driveway.
Sarival Avenue and Driveway C (9) is located approximately 420 feet south of
Driveway B. Driveway C is a proposed full access stop-controlled driveway.
See Figure 2 and Appendix A for the proposed site plan.
FIGURE 1 | VICINITY MAP
PROPOSED SITE
Sarival Ave
Peoria Ave
Olive Ave
Northern Pkwy
Northern Ave
Reems Rd
Bullard Ave
Litchfield Rd
Cotton Ln
Citrus Rd
FIGURE 2 | SITE PLAN
4
48
49
Driveway A
Driveway B
Driveway C
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
7
3. EXISTING CONDITIONS
3.1. STUDY AREA LAND USE
The proposed approximate 38-acre site is located on one agricultural parcel (Assessor
Parcel Number: 501-06-002C) within Maricopa County unincorporated area and adjacent to
City of Glendale city limits. The existing zoning is Rural-43 (RU-43) according to the
Maricopa County What’s My Zoning web tool. The study area generally consists of
agricultural, industrial, and residential land uses. The site is bordered directly by agricultural
land to the north, south, and west with Sarival Avenue and residential land to the east.
The study area includes the following municipalities: City of Glendale, the City of Surprise,
Maricopa Department of Transportation (MCDOT) and the Arizona Department of
Transportation (ADOT). Sections 3.2 and 3.3 provide detailed descriptions of the study
roadway segments and intersections. See Figure 3 for the study area.
3.2. STUDY ROADWAY SEGMENTS
Loop 303 is a north-south freeway that serves the western and northern areas in the
Phoenix metropolitan area. Loop 303 provides three (3) travel lanes in each direction.
There is a posted speed limit of 65 miles per hour (mph).
Sarival Avenue is a north-south roadway that provides two (2) northbound travel
lanes and one (1) southbound travel lane with a two-way left turn lane (TWLTL) north
of Brown Street. South of Brown Street to Olive Avenue, one (1) travel lane is
provided in each direction. South of Olive Avenue, one (1) northbound travel lane and
three (3) southbound travel lanes are provided. The Envision Glendale 2040 General
Plan, dated September 2016, classifies Sarival Avenue as an arterial roadway. All
Traffic Data Services, LLC collected 24-hour traffic counts on Wednesday, February
26, 2025, along Sarival Avenue, south of Brown Street. The recorded counts indicate
an average daily traffic (ADT) of 5,510 vehicles per day (vpd). There is a posted speed
limit of 45 mph.
Peoria Avenue is an east-west roadway that provides one (1) travel lane in each direction of
west of Sarival Avenue. East of Sarival Avenue, two (2) travel lanes and a bike lane are
provided in each direction with a two-way left-turn lane. The Envision Glendale 2040 General
Plan classifies Peoria Avenue as an arterial. The Surprise 2040 General Plan, dated July 2024,
classifies Peoria Avenue as a major arterial. All Traffic Data Services, LLC collected 24-hour
traffic counts on Wednesday, February 26, 2025, along Peoria Avenue, west of Sarival
Avenue. The recorded counts indicate an ADT of 10,840 vpd. There is a posted speed limit of
45 mph.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
8
Olive Avenue is an east-west roadway that provides one (1) travel lane in each direction. The
Envision Glendale 2040 General Plan classifies Olive Avenue as an arterial roadway. The
MCDOT Major Streets and Routes Plan, dated June 2011, classifies Olive Avenue as a principal
arterial. All Traffic Data Services, LLC collected 24-hour traffic counts on Wednesday,
February 26, 2025, along Olive Avenue, west of Sarival Avenue. The recorded counts indicate
an ADT of 9,118 vpd. There is a posted speed limit of 45 mph.
3.3. STUDY INTERSECTIONS
Peoria Avenue and Loop 303 Southbound Ramps (1) is the intersection at the southbound
ramps of the signalized diamond interchange. The southbound approach provides one (1)
dedicated left turn lane, one (1) through lane, and one (1) dedicated right turn lane. The
eastbound approach provides one (1) left turn trap lane, one (1) through lane and one (1)
dedicated right turn lane. The westbound approach provides one (1) left turn lane and one
(1) through lane.
Peoria Avenue and State Route 303L Northbound Ramps (2) is the intersection at the
northbound ramps of the signalized diamond interchange. The northbound approach
provides one (1) dedicated left turn lane, one (1) through lane, and one (1) dedicated right
turn lane. The eastbound approach provides one (1) dedicated left turn lane and one (1)
through lane. The westbound approach provides one (1) left turn trap lane, one (1) through
lane, and one (1) dedicated right turn lane.
Sarival Avenue and Peoria Avenue (3) currently operates as an all-way stop-controlled
intersection. The northbound approach provides one (1) dedicated left turn lane, one (1)
through lane, and one (1) shared through-right lane. The southbound and eastbound
approaches each provide one (1) dedicated left turn lane and one (1) shared through-right
lane. The westbound approach provides one (1) dedicated left turn lane, one (1) through
lane, and one (1) right turn trap lane.
Sarival Avenue and Brown Street (4) operates as a one-way stop-controlled T-intersection,
with the stop control on the westbound approach. The northbound approach provides one
(1) through lane and (1) shared through-right lane. The southbound approach provides one
(1) dedicated left turn lane (via the TWLTL) and one (1) through lane. The westbound
approach does not provide pavement markings; however, the available pavement width
allows for one (1) dedicated left turn lane and one (1) dedicated right turn lane.
Sarival Avenue and Olive Avenue (5) currently operates as an all-way stop-controlled
intersection. Each approach provides one (1) shared left-through-right turn lane. A railroad
crossing exists approximately 50 feet north of the intersection.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
9
Sarival Avenue and Northern Parkway Westbound Ramp (6) is the intersection at the
westbound ramp of the signalized half-diamond interchange. The northbound approach
provides one (1) through lane. The southbound approach provides two (2) left turn trap
lanes and one (1) through lane. The westbound approach provides two (2) dedicated left
turn lanes and one (1) dedicated right turn lane.
Sarival Avenue and Northern Parkway Eastbound Ramp (7) is the intersection at the
eastbound ramp of the signalized half-diamond interchange. The northbound approach
provides one (1) through lane and one (1) dedicated right turn lane. The southbound
approach provides two (2) dedicated left turn lanes and two (2) through lanes.
3.4. SITE ACCESSIBILITY
3.4.1. ROADWAY SYSTEM
Loop 303 is a major freeway in the Phoenix metropolitan area which connects Interstate 10
(I-10) in Goodyear to Interstate 17 (I-17) near north Phoenix. Loop 303 is accessible
approximately one-half mile northwest of the site at the Peoria Avenue traffic interchange.
Northern Parkway is a major east-west limited access parkway with grade separated
interchanges in the West Valley from US-60 (Grand Avenue) to Loop 303. Northern Parkway
is accessible approximately one mile south of the site at the Sarival Avenue traffic
interchange. The City of Glendale and Surprise street networks are generally build as grid
systems with arterial roadways at one-mile intervals, complemented by collector streets.
3.4.2. PEDESTRIAN FACILITIES
Pedestrian facilities and connectivity within the study area are limited. Sidewalks are
provided along the east side of Sarival Avenue for an approximate half mile south of
Peoria Avenue , along the west side of Sarival Avenue from Olive Avenue to Northern
Parkway and at the Northern Parkway traffic interchange. Peoria Avenue provides
sidewalks on both sides of the roadway east of Sarival Avenue and at the Loop 303
traffic interchange.
3.4.3. BICYCLE FACILITIES
Marked bike lanes are provided on both sides of Peoria Avenue, east of Sarival
Avenue.
3.4.4. TRANSIT FACILITIES
There are no transit facilities operating within the study area.
FIGURE 3 | STUDY AREA
LEGEND
Intersection
X
PROPOSED SITE
Sarival Ave
Peoria Ave
Olive Ave
Northern Pkwy
1
2
3
5
6
7
4
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
11
3.5. EXISTING TRAFFIC COUNTS
A local data collection firm, All Traffic Data Services, LCC, was utilized to collect traffic
counts. On Wednesday, February 26, 2025, 4 hours of typical weekday turning movement
counts were obtained during the AM (7:00 to 9:00 am) and PM (4:00 to 6:00 pm) peak hours
at the following intersections:
1. Peoria Avenue and Loop 303 Southbound Ramp
2. Peoria Avenue and Loop 303 Northbound Ramp
3. Sarival Avenue and Peoria Avenue
4. Sarival Avenue and Brown Street
5. Sarival Avenue and Olive Avenue
6. Sarival Avenue and Northern Parkway Westbound Ramp
7. Sarival Avenue and Northern Parkway Eastbound Ramp
The turning movement counts were then analyzed for the highest 1-hour within each time
period. The following peak hours were analyzed throughout this study:
• AM Peak Hour
7:15 am – 8:15 am
• PM Peak Hour
4:15 pm – 5:15 pm
Additionally, on February 26, 2025, typical weekday bi-directional tube counts for 24-hours in
15-minute intervals were collected along the following roadway segments:
• Peoria Avenue, west of Sarival Avenue
• Sarival Avenue, south of Brown Street
• Olive Avenue, west of Sarival Avenue
See Appendix B for detailed traffic count data. See Figure 4 for the existing AM and
PM peak hour traffic volumes.
FIGURE 4 | EXISTING TRAFFIC VOLUMES
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
99 (53)
117 (114)
21 (14)
41 (66)
54 (132)
74 (54
37 (103)
253 (318)
32 (48)
18 (24)
204 (260)
131 (58)
Olive Ave
LEGEND
AM (PM) Peak Hour Traffic Volumes
Intersection
<ADT>
Average Daily Traffic
X
7
6
4
Northern Pkwy
Peoria Ave
<10,500>
<5,500>
<9,100>
198 (166)
3 (3)
92 (126)
1
L303 SB
Peoria Ave
Peoria Ave
511 (439)
173 (114)
183 (219)
137 (141)
2
Peoria Ave
L303 NB
Peoria Ave
418 (318)
181 (243)
139 (152)
200 (221)
118 (137)
2 (0)
141 (226)
4
4
Sarival Ave
Brown St
Sarival Ave
274 (208)
9 (15)
159 (247)
11 (8)
12 (6)
14 (5)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
168 (82)
106 (123)
12 (14)
123 (178)
50 (161)
4 (11)
109 (60)
220 (114)
191 (75)
5 (36)
135 (217)
12 (13)
6
Sarival Ave
Northern Pkwy
Sarival Ave
299 (291)
52 (108)
156 (249)
94 (111)
7
Sarival Ave
Northern Pkwy
Sarival Ave
141 (247)
250 (156)
52 (109)
125 (163)
Olive Ave
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
13
3.6.EXISTING CAPACITY ANALYSIS
The existing conditions capacity analysis was completed for the study intersections using
traffic analysis software, Synchro Version 12. The level of service for the study area
intersections were primarily evaluated using the 7th Edition of the Highway Capacity Manual
(HCM). HCM 7th Edition methodology does not support clustered signalized freeway ramp
intersections. Thus, the level of service for the clustered intersections were evaluated using
Synchro methodologies.
The existing peak hour factors (PHF) obtained from the traffic counts and traffic signal
timing from the City of Glendale and Surprise were used for the existing capacity analysis.
Table 1 is from the 7th Edition of the Highway Capacity Manual Exhibit 19-8 and 20-2, which
lists the Level of Service (LOS) thresholds for signalized and unsignalized intersections.
Table 1 – Level of Service Criteria
The existing AM and PM peak hour level of service and delay for signalized and unsignalized
intersections are shown in Table 2 and Table 3.
The existing lane configurations, traffic control, and existing LOS results are shown in
Figure 5. The detailed capacity analysis sheets can be found in Appendix C.
Signalized Intersections
Unsignalized Intersections
A
≤ 10
0 - 10
B
> 10-20
> 10–15
C
> 20-35
> 15-25
D
> 35-55
> 25-35
E
> 55-80
> 35-50
F
> 80
> 50
Control Delay per Vehicle (s/veh)
Level of Service
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
14
Table 2 – Existing Peak Hour LOS and Delay (1 of 2)
LOS DELAY LOS DELAY
Peoria Ave/Loop 303 SB Ramp (1) - Signalized
Intersection
C
21.5
C
31.4
EB Thru
C
33.5
C
23.5
EB Right
A
6.0
A
0.9
WB Left
C
27.3
D
51.1
WB Thru
A
6.7
A
2.0
SB Left
D
36.7
F
139.8
SB Thru
C
33.0
E
55.3
SB Right
A
8.0
B
11.6
Peoria Ave/Loop 303 NB Ramp (2) - Signalized
Intersection
C
26.3
C
30.4
EB Left
D
36.6
E
69.6
EB Thru
A
0.5
A
0.7
WB Thru
D
40.9
C
26.7
WB Right
B
10.3
A
4.6
NB Left
D
45.9
E
79.8
NB Thru
D
36.0
A
0.0
NB Right
A
9.4
A
1.2
Sarival Ave/Peoria Ave (3) - Unsignalized
Intersection
C
19.8
D
31.2
NB Left
B
13.2
C
15.2
NB Thru
B
12.4
C
15.2
NB Shared Thru-Right
B
13.5
C
15.1
EB Left
B
12.1
C
15.2
EB Shared Thru-Right
D
28.2
F
57.3
WB Left
C
15.8
B
14.0
WB Thru
C
19.1
D
32.1
WB Right
B
10.2
B
11.3
SB Left
B
12.1
B
13.1
SB Shared Thu-Right
C
20.1
C
20.8
Sarival Ave/Brown St (4) - Unsignalized
WB Left
B
12.7
B
13.0
WB Right
A
8.9
A
9.2
SB Left
A
7.6
A
7.9
SB Thu
A
0.0
A
0
Intersection
Existing
AM PEAK
PM PEAK
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
15
Table 3 – Existing Peak Hour LOS and Delay (2 of 2)
LOS DELAY LOS DELAY
Sarival Ave/Olive Ave (5) - Unsignalized
Intersection
E
44.1
C
23.9
NB Shared Left-Thru-Right
C
16.6
D
32.3
EB Shared Left-Thru-Right
F
75.2
C
20.1
WB Shared Left-Thru-Right
B
14.6
C
21.6
SB Shared Left-Thru-Right
C
20.6
C
17.6
Sarival Ave/Northern Pkwy WB Ramp (6) - Signalized
Intersection
A
9.5
A
9.1
WB Dual Left
C
20.6
B
19.8
WB Right
A
5.5
A
5.2
NB Thru
A
6.4
A
6.9
SB Thru
A
8.6
A
9.1
Sarival Ave/Northern Pkwy EB Ramp (7) - Signalized
Intersection
A
7.9
A
7.2
NB Thru
C
21.2
C
22.3
NB Right
A
5.7
A
5.5
SB Dual Left
B
10.6
A
9.9
Intersection
Existing
AM PEAK
PM PEAK
FIGURE 5 | EXISTING CAPACITY ANALYSIS
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
C (C)
B (B)
B (C)
B (C)
B (C)
B (C)
D (F)
B (B)
C (D)
C (B)
Olive Ave
7
6
4
Northern Pkwy
Peoria Ave
A (B)
C (E)
D (F)
1
L303 SB
Peoria Ave
Peoria Ave
C (C)
A (A)
A (A)
C (D)
2
Peoria Ave
L303 NB
Peoria Ave
D (E)
A (A)
B (A)
D (C)
D (E)
D (A)
A (A)
4
4
Sarival Ave
Brown St
Sarival Ave
A (A)
B (B)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
C (C)
C (D)
F (C)
B (C)
6
Sarival Ave
Northern Pkwy
Sarival Ave
A (A)
A (A)
A (A)
C (B)
7
Sarival Ave
Northern Pkwy
Sarival Ave
A (A)
B (A)
C (C)
A (A)
Olive Ave
LOS C (C)
LOS C (C)
LOS A (A)
LOS A (A)
LEGEND
AM (PM) Peak Hour Capacity Analysis
Intersection
Lane Configuration
X
STOP
STOP
STOP
STOP
A (A)
STOP
STOP
LOS C (D)
STOP
STOP
STOP
LOS E (C)
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
17
4. PROJECTED TRAFFIC
4.1. TRIP GENERATION
The trip generation for the proposed development was calculated utilizing the Institute of
Transportation Engineers (ITE) publication entitled Trip Generation, 11th Edition. The ITE rates
are based on studies that measured the trip generation characteristics for various types of
land uses. The rates are expressed in terms of trips per unit of land use type. This publication
is considered to be the standard for the transportation engineering profession.
The trip generation for the proposed Sarival Logistics industrial development was calculated
utilizing ITE Land Use Code 130 – Industrial Park. According to the Trip Generation Manual,
“an industrial park contains several individual industrial or related facilities. It is
characterized by a mix of manufacturing, service, and warehouse facilities with a wide
variation in the proportion of each type of use from one location to another. Many industrial
parks contain highly diversified facilities. Some parks have a large number of small
businesses and others have one or two dominant industries.”
The trip generation for the proposed development is shown in Table 4. The proposed
development is anticipated to generate a total of 2,277 weekday trips, with 230 trips
occurring during the AM peak hour and 230 trips occurring during the PM peak hour.
Table 4 – Trip Generation (Proposed Development)
Detailed trip generation calculations can be found in Appendix D.
4.2. TRIP DISTRIBUTION AND ASSIGNMENT
The trip distribution procedure determines the general pattern of travel for vehicles
entering and exiting the proposed development. The trip distribution for the proposed
development is based on the distribution of the existing traffic with modifications to
consider probable routes to/from the site . The trip distribution is shown in Figure 6.
The trip assignment was based on permitted turn movements, as well as ease and
probability of use respective to each land use within the mixed-use site. The site-generated
traffic volumes are shown in Figure 7.
Weekday
Total
Total
In
Out Total
In
Out
Industrial Park
130
676 1000 Sq.
Ft. GFA
2,277
230
186
44
230
51
179
PM Peak Hour
Land Use
ITE
Code
Qty
Unit
AM Peak Hour
FIGURE 6 | TRIP DISTRIBUTION
PROPOSED SITE
5
1
6
3
7
2
Cotton Ln
Peoria Avenue
Northern Pkwy
Olive Avenue
LEGEND
XX%
Trip Distribution
Intersection
X
Sarival Ave
Reems Rd
4
48
49
5%
5%
5%
5%
15%
5%
5%
25%
30%
FIGURE 7 | SITE TRAFFIC VOLUMES
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
0 (0)
9 (3)
0 (0)
27 (107)
2 (9)
2 (9)
0 (0)
0 (0)
112 (31)
0 (0)
0 (0)
9 (3)
Olive Ave
LEGEND
AM (PM) Peak Hour Traffic Volumes
Intersection
<ADT>
Average Daily Traffic
X
7
6
4
Northern Pkwy
Peoria Ave
<1,400>
<700>
<100>
0 (0)
0 (0)
47 (13)
1
L303 SB
Peoria Ave
Peoria Ave
9 (3)
0 (0)
2 (9)
14 (53)
2
Peoria Ave
L303 NB
Peoria Ave
0 (0)
56 (16)
11 (45)
16 (62)
0 (0)
0 (0)
56 (15)
4
48
49
4
Sarival Ave
Brown St
Sarival Ave
Driveway A
39 (11)
91 (26)
0 (0)
17 (5)
22 (88)
0 (0)
9 (38)
0 (0)
4 (16)
0 (0)
0 (0)
0 (0)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
2 (9)
9 (36)
2 (9)
0 (0)
37 (11)
0 (0)
9 (3)
0 (0)
0 (0)
9 (3)
0 (0)
0 (0)
6
Sarival Ave
Northern Pkwy
Sarival Ave
9 (36)
9 (3)
28 (8)
0 (0)
7
Sarival Ave
Northern Pkwy
Sarival Ave
2 (9)
7 (27)
9 (3)
0 (0)
9
Sarival Ave
Sarival Ave
Driveway C
45 (13)
8 (35)
19 (6)
36 (11)
11 (44)
5 (19)
8
Sarival Ave
Sarival Ave
Driveway B
45 (13)
49 (29)
19 (6)
27 (49)
11 (44)
5 (19)
Olive Ave
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
20
5. FUTURE CONDITIONS (YEAR 2030 – OPENING YEAR)
The proposed Sarival Logistics development is anticipated to open in the year 2030. This
section analyzes the effects the proposed development will have on the surrounding
roadway network during the opening year.
5.1. YEAR 2030 BACKGROUND TRAFFIC VOLUMES
5.1.1. ANNUAL GROWTH RATE
The 2023 Maricopa Associations of Governments (MAG) Socioeconomic Projections
were utilized to determine the annual growth rate based on data for Glendale within
the study area – Regional Analysis Zone 254 (RAZ 254). The annual growth rate
between 2020 and 2040 for population is 3.5%. A 3.50% annual growth rate was
considered to project the year 2030 and 2035 background traffic volumes. See
Appendix E for the MAG socioeconomic projections.
5.1.2. SURROUNDING AREA DEVELOPMENT
The following future developments located within the study area near were considered
when projecting the future background volumes. Refer to Figure 8 for a map depicting the
surrounding area developments included in the background traffic volumes.
1. Peoria & Sarival Avenue
The Peoria & Sarival development encompasses 956,932 square feet of industrial space and
approximately 58,980 square feet of general retail. The project was assumed to be built out
in the year 2026 and to generate a total of 5,532 weekday trips, with 240 AM peak hour trips
and 447 PM peak hour trips.
2. Sarival Carioca
The Sarival Carioca development includes a twenty (20) fueling station gas station and
7,000-square-foot convenience store. The project was assumed to be built out in the year
2023 and to generate a total of 2,834 weekday trips, with 240 AM peak hour trips and 236
PM peak hour trips.
3. Sycamore Garcia
The Sycamore Garcia development is comprised of 240 multifamily units. The project was
assumed to be built out in the year 2025 and to generate a total of 1,614 weekday trips, with
97 AM peak hour trips and 124 PM peak hour trips.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
21
4. LIV Surprise
The Liv Surprise TIA includes a two-part residential development, with 252 multifamily units
as the Liv Surprise development and an adjacent undefined development with 63
multifamily units. The project was assumed to be built out in the year 2030 and to generate a
total of 1,808 weekday trips, with 166 AM peak hour trips and 147 PM peak hour trips.
5. Parkway 303 West
The Parkway 303 West development consists of 3,484,800 square feet of industrial park
space and 84,000 square feet of shopping center space. The project was assumed to be built
out in the year 2027 and to generate a total of 9,123 weekday trips, with 1,473 AM peak hour
trips and 1,715 PM peak hour trips.
Individual TIA’s have not been submitted for the following four projects. However, the
Peoria Avenue Traffic Analysis prepared for the City of Surprise includes land use
assumptions and estimated build-out density of the sites, as well as trip generation and
assumed distribution and assignment for each parcel. For the purpose of this report each
development was assumed to be built out by the year 2030.
6. Lowes Home Improvement Store
The Lowes Home Improvement Center development consists of 114,000 square feet of retail
space and is anticipated to generate a total of 3,504 weekday trips, with 172 AM peak hour
trips and 261 PM peak hour trips.
7. Sycamore Farms Apartments
The Sycamore Farms Apartment development consists of 128 multifamily units and is
anticipated to generate a total of 896 weekday trips, with 63 AM peak hour trips and 76 PM
peak hour trips.
8. NEC Sarival & Peoria Ave
The NEC Sarival & Peoria Ave development consists of 113,000 square feet of retail space and
is anticipated to generate a total of 7,630 weekday trips, with 195 AM peak hour trips and
586 PM peak hour trips.
9. Walmart
The Walmart development consists of 181,300 square feet of retail space and is anticipated
to generate a total of 9,159 weekday trips, with 337 AM peak hour trips and 785 PM peak
hour trips.
Site traffic generated by the proposed surrounding area developments listed above were
considered and added to the background traffic volumes. These surrounding development’s
traffic volumes are shown in Figure 9. Refer to Appendix F for excerpts from the
surrounding area development TIAs.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
22
The year 2030 background traffic volumes which include site trips generated by the
surrounding developments (Figure 9) as well as the background trips generated by the 3.5%
annual growth rate are shown in Figure 10.
5.2. YEAR 2030 BUILD TRAFFIC VOLUMES
To determine the year 2030 build traffic volumes, the site traffic volumes (Figure 7) are
added to the year 2030 background traffic volumes (Figure 10). This represents the year
2030 traffic volumes with the buildout of the proposed Sarival Logistics development. The
year 2030 build traffic volumes are shown in Figure 11.
5.3. YEAR 2030 ROADWAY NETWORK
The following roadway network improvements are considered in the future capacity
analyses based on planned capital improvement projects and the numerous surrounding
area developments planned for construction in the near future:
GLENDALE – SARIVAL-OLIVE TRAFFIC SIGNAL
• City of Glendale Project #: CIPST24033 – Add intersection signalization at Sarival Ave
and Olive Ave. Per the City of Glendale FY 2025-2034 Capital Improvement Program,
the project cost is planned to be equally shared between Glendale and MCDOT, with
each contributing 50%.
GLENDALE – SARIVAL-PEORIA INTERSECTION IMPROVEMENT
• City of Glendale Project #: CIPST24034 – Add intersection signalization at Sarival Ave
and Peoria Ave. Per the City of Glendale FY 2025-2034 Capital Improvement Program,
the project cost is planned to be shared between Glendale and the City of Surprise,
with Glendale contributing 25% and Surprise contributing 75%.
SURPRISE - PEORIA AVENUE (SR303-SARIVAL)
• City of Surprise Project #: P65080 – Complete Peoria Avenue from Loop 303 to Sarival
Avenue with its ultimate 6-lane cross section. Per the City of Surprise FY 2025 Adopted
Budget, this project will be a joint effort with Maricopa County.
MCDOT - OLIVE AVENUE (SR303 TO REEMS ROAD)
• MCDOT Project #: TT0561-TT0562 – Widen Olive Avenue west of Loop 303 to Reems
Road. The widened roadway will include four travel lanes with a center paved turn
lane. The project will also install a traffic signal at the intersections of Sarival Avenue.
The intersection will be widened to provide for additional turn lanes to improve
capacity.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
23
The following improved lane configurations are assumed at the study intersections:
Peoria Avenue and Loop 303 Southbound Ramp (1)
By Others:
• Three (3) additional eastbound through lanes
• A second westbound dedicated left-turn lane and two (2) additional westbound
through lanes
• The southbound through lane restriped as a shared left-through-right lane
Peoria Avenue and Loop 303 Northbound Ramp (2)
By Others:
• A second eastbound dedicated left-turn lane and two (2) additional eastbound
through lanes
• Three (3) additional westbound through lanes
• The northbound through-lane restriped as a shared left-through-right lane
Sarival Avenue and Peoria Avenue (3)
By Others:
• Traffic signalization
• An additional eastbound through lane and an eastbound dedicated right-turn lane
• The westbound right-turn lane restriped to a shared through-right- lane.
Sarival Avenue and Brown Street/Driveway A (4)
By Proposed Development:
• Half-street improvements and a southbound dedicated right turn lane
• Construct the west leg with an eastbound shared left-through lane and a dedicated
right turn lane and install a stop sign
Sarival Avenue and Olive Avenue (5)
By Others:
• Traffic signalization
• A dedicated eastbound left turn lane, an additional eastbound through lane, and a
dedicated eastbound right-turn lane
• A dedicated westbound bound left turn lane, an additional westbound through lane,
and a dedicated westbound right-turn lane
• A dedicated northbound left turn lane and northbound shared through-right lane
• A dedicated southbound left turn lane and southbound shared through-right lane
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
24
Sarival Avenue and Driveway B (8)
By Proposed Development:
• Half-street improvements and a southbound dedicated right turn lane
• Construct the west leg with an eastbound dedicated left-turn lane and a dedicated
right-turn lane and install a stop sign
Sarival Avenue and Driveway C (9)
By Proposed Development:
• Half-street improvements and a southbound dedicated right turn lane
• Construct the west leg with an eastbound dedicated left-turn lane and a dedicated
right-turn lane and install a stop sign
5.4. YEAR 2030 CAPACITY ANALYSIS
The year 2030 no build and build capacity analyses were completed for the study
intersections during the AM and PM peak hours using the methodology described in Section
3.6. The analysis was based on signal timing obtained by the City of Glendale and Surprise.
Signal timing splits were optimized for the future traffic volumes. Peak hour factors (PHF)
used for future conditions were assumed as follows:
PHF = 0.80 for < 75 vph per lane
PHF = 0.85 for 75-300 vph per lane
PHF = 0.90 for > 300 vph per lane
The Heavy Vehicles setting in Synchro represents the percentage of trucks and buses for
each traffic movement. The default value of 2% was adjusted to reflect the anticipated truck
traffic generated by the proposed industrial development. According to the ITE manual,
truck trips account for 6% of entering and 34% of exiting movements during the AM peak
hour, and 20% of entering and 9% of exiting movements during the PM peak hour. These
percentages were applied to the relevant traffic movements at the site access driveways.
The results of the year 2030 capacity analysis reveal that all movements operate at a LOS D
or better, or at the same level of service as the year 2030 no build conditions.
A comparison of the year 2030 build and no build AM and PM peak hour LOS and delay
results are shown in Table 5 and Table 6. The proposed lane configurations, traffic control,
and 2030 build LOS results are shown in Figure 12. Detailed capacity analysis sheets for the
year 2030 no build and build conditions can be found in Appendix G and Appendix H,
respectively.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
25
Table 5 - Year 2030 Peak Hour LOS and Delay (1 of 2)
LOS DELAY LOS DELAY LOS DELAY LOS DELAY
Peoria Ave/Loop 303 SB Ramp (1) - Signalized
Intersection
C
26.2
C
34.2
C
27.6
D
35.2
EB Thru
D
42.9
D
54.2
D
44.1
D
54.7
EB Right
A
6.5
A
7.7
A
6.5
A
7.7
WB Dual Left
C
34.8
E
55.5
D
36.3
E
58.1
WB Thru
A
2.2
A
3.3
A
2.3
A
3.0
SB Left
E
55.0
E
58.5
E
60.3
E
59.6
SB Shared Left-Thru-Right
C
29.3
D
40.2
C
29.7
D
43.9
SB Right
C
26.0
C
26.2
C
26.0
C
26.7
Peoria Ave/Loop 303 NB Ramp (2) - Signalized
Intersection
C
32.8
C
31.0
C
33.3
C
31.3
EB Dual Left
C
34.6
D
42.0
C
32.4
D
42.4
EB Thru
A
0.4
A
0.5
A
0.4
A
0.5
WB Thru
D
50.6
D
50.6
D
52.3
D
50.6
WB Right
A
9.2
A
8.2
A
9.4
A
8.2
NB Left
E
66.7
E
72.4
E
72.9
E
72.8
NB Shared Left-Thru-Right
E
68.6
D
38.8
E
73.0
D
40.1
NB Right
A
8.8
B
14.3
A
8.7
B
16.5
Sarival Ave/Peoria Ave (3) - Signalized
Intersection
A
8.7
C
24.0
B
10.1
C
29.3
EB Left
A
8.0
C
20.3
A
9.0
C
27.2
EB Thru
A
5.8
C
20.5
A
6.6
C
24.5
EB Right
A
5.2
B
16.4
A
6.4
B
19.8
WB Left
B
10.2
B
19.1
B
12.5
C
22.2
WB Thru
A
5.8
C
31.8
A
6.5
D
41.1
WB Shared Thru-Right
A
5.8
C
31.7
A
6.5
D
40.9
NB Left
B
14.3
B
18.3
B
17.8
C
22.3
NB Thru
B
10.8
B
19.5
B
12.6
B
19.3
NB Right
B
11.5
B
19.2
B
13.3
B
19.1
SB Left
B
11.6
C
20.7
B
13.6
C
23.7
SB Thru
B
11.2
C
23.7
B
13.1
C
27.2
SB Right
B
13.3
D
35.2
B
15.1
D
48.0
Sarival Ave/Brown St/Driveway A (4) - Unsignalized
EB Left
C
21.7
C
21.4
EB Shared Thru-Right
B
10.6
A
9.9
WB Left
B
13.5
B
15.4
C
17.1
B
19.7
WB Thru/Thru-Right
A
9.4
A
9.8
A
9.4
A
10.0
NB Left
A
8.8
A
8.7
SB Left
A
8.0
A
8.4
A
8.1
A
8.6
PM PEAK
Year 2030 No Build
Year 2030 Build
AM PEAK
PM PEAK
Intersection
AM PEAK
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
26
Table 6 - Year 2030 Peak Hour LOS and Delay (2 of 2)
LOS DELAY LOS DELAY LOS DELAY LOS DELAY
Sarival Ave/Olive Ave (5) - Signalized
Intersection
A
9.7
A
9.2
A
10.0
A
9.6
EB Left
B
12.0
B
14.8
B
12.7
B
15.6
EB Thru
B
10.1
B
11.6
B
10.5
B
12.3
EB Right
B
12.0
B
12.2
B
12.4
B
12.8
WB Left
B
11.2
B
12.3
B
11.6
B
13.0
WB Thru
A
9.7
B
12.3
B
10.1
B
12.9
WB Right
A
9.1
B
11.6
A
9.6
B
12.2
NB Left
B
12.5
B
10.8
B
13.0
B
11.7
NB Shared Thru-Right
A
6.0
A
5.6
A
6.4
A
5.6
SB Left
A
6.7
A
6.8
A
7.2
A
6.9
SB Shared Thru-Right
A
7.9
A
6.1
A
8.1
A
6.3
Sarival Ave/Northern Pkwy WB Ramp (6) - Signalized
Intersection
A
8.7
A
9.0
A
8.8
A
8.7
WB Dual Left
C
21.9
C
21.5
C
23.1
C
23.7
WB Right
A
6.7
A
6.6
A
6.1
A
6.7
NB Thru
A
6.3
A
7.1
A
0.2
A
0.3
SB Thru
A
6.8
A
7.9
A
8.3
A
8.5
Sarival Ave/Northern Pkwy EB Ramp (7) - Signalized
Intersection
A
7.9
A
7.9
B
19.2
B
17.2
NB Thru
C
20.9
C
23.8
C
24.1
C
25.5
NB Right
A
5.6
A
5.7
A
6.0
A
5.7
SB Dual Left
B
10.4
B
10.3
C
30.3
C
29.9
SB Thru
A
0.0
A
0.1
A
6.8
A
6.8
Sarival Ave/Driveway B (8) - Unsignalized
NB Left
A
8.7
A
8.7
EB Right
C
15.4
B
16.1
EB Left
B
10.4
A
9.9
Sarival Ave/Driveway C (9) - Unsignalized
NB Shared Left-Thru-Right
A
8.5
A
8.6
EB Right
B
14.4
B
15.2
EB Left
B
11.6
B
11.4
Intersection
Year 2030 Build
AM PEAK
PM PEAK
Year 2030 No Build
PM PEAK
AM PEAK
FIGURE 8 | SURROUNDING AREA DEVELOPMENTS
1. Peoria & Sarival
2. Sarival Carioca
3. Sycamore Garcia
4. LIV Surprise
5. Parkway 303 West
6. Lowes Home Improvement Store
7. Sycamore Farms Apartments
8. NEC Sarival & Peoria Ave
9. Walmart
8
7
6
2
1
PROPOSED SITE
Sarival Ave
Peoria Ave
Olive Ave
Northern Pkwy
3
4
5
1
9
FIGURE 9 | SURROUNDING AREA DEVELOPMENT TRAFFIC
VOLUMES
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
80 (177)
33 (51)
11 (10)
72 (105)
27 (42)
0 (0)
82 (208)
188 (368)
22 (31)
0 (0)
175 (295)
42 (41)
LEGEND
AM (PM) Peak Hour Traffic Volumes
Intersection
<ADT>
Average Daily Traffic
X
378 (212)
0 (0)
107 (169)
1
L303 SB
Peoria Ave
Peoria Ave
305 (742)
128 (374)
514 (516)
53 (126)
2
Peoria Ave
L303 NB
Peoria Ave
150 (436)
268 (476)
81 (183)
248 (454)
319 (188)
0 (0)
75 (119)
4
Sarival Ave
Brown St
Sarival Ave
Driveway A
0 (0)
52 (127)
0 (0)
0 (0)
88 (100)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
0 (0)
52 (127)
0 (0)
0 (0)
88 (100)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
6
Sarival Ave
Northern Pkwy
Sarival Ave
52 (127)
0 (129)
88 (100)
0 (0)
7
Sarival Ave
Northern Pkwy
Sarival Ave
0 (0)
52 (127)
0 (0)
0 (0)
1. Peoria & Sarival
2. Sarival Carioca
3. Sycamore Garcia
4. LIV Surprise
5. Parkway 303 West
6. Lowes Home Improvement Store
7. Sycamore Farms Apartments
8. NEC Sarival & Peoria Ave
9. Walmart
8
7
6
2
1
PROPOSED
SITE
Sarival Ave
Peoria Ave
Olive Ave
Northern Pkwy
3
4
5
9
<11,400>
<2,200>
FIGURE 10 | YEAR 2030 BACKGROUND TRAFFIC VOLUMES
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
198 (240)
172 (187)
36 (27)
121 (184)
91 (199)
88 (64)
126 (331)
489 (746)
60 (88)
21 (29)
418 (604)
198 (110)
Olive Ave
LEGEND
AM (PM) Peak Hour Traffic Volumes
Intersection
<ADT>
Average Daily Traffic
X
7
6
4
Northern Pkwy
Peoria Ave
<23,900>
<8,700>
<10,800>
614 (410)
4 (4)
216 (319)
1
L303 SB
Peoria Ave
Peoria Ave
913 (1,264)
334 (510)
732 (777)
216 (294)
2
Peoria Ave
L303 NB
Peoria Ave
647 (814)
483 (765)
246 (364)
486 (717)
459 (351)
2 (0)
243 (388)
4
4
Sarival Ave
Brown St
Sarival Ave
378 (375)
11 (18)
277 (394)
13 (10)
14 (7)
17 (6)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
200 (98)
178 (273)
14 (17)
146 (212)
148 (292)
5 (13)
130 (71)
262 (136)
227 (89)
6 (43)
161 (258)
14 (15)
6
Sarival Ave
Northern Pkwy
Sarival Ave
408 (473)
62 (129)
274 (393)
112 (132)
7
Sarival Ave
Northern Pkwy
Sarival Ave
168 (294)
350 (313)
62 (130)
149 (194)
Olive Ave
FIGURE 11 | YEAR 2030 BUILD TRAFFIC VOLUMES
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
198 (240)
181 (190)
36 (27)
148 (291)
93 (208)
90 (73)
126 (331)
489 (746)
172 (119)
21 (29)
418 (604)
207 (113)
Olive Ave
LEGEND
AM (PM) Peak Hour Traffic Volumes
Intersection
<ADT>
Average Daily Traffic
X
7
6
4
Northern Pkwy
Peoria Ave
<25,300>
<9,400>
<10,900>
614 (410)
4 (4)
263 (332)
1
L303 SB
Peoria Ave
L303 SB
Peoria Ave
922 (1,267)
334 (510)
734 (786)
230 (347)
2
Peoria Ave
L303 NB
Peoria Ave
647 (814)
539 (781)
257 (409)
502 (779)
459 (351)
2 (0)
299 (403)
4
48
49
4
Sarival Ave
Brown St
Sarival Ave
Driveway A
39 (11)
469 (401)
11 (18)
17 (5)
299 (482)
13 (10)
9 (38)
0 (0)
4 (16)
14 (7)
0 (0)
17 (6)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
202 (107)
187 (309)
16 (26)
146 (212)
185 (303)
5 (13)
139 (74)
262 (136)
227 (89)
15 (46)
161 (258)
14 (15)
6
Sarival Ave
Northern Pkwy
Sarival Ave
417 (509)
71 (132)
302 (404)
112 (132)
7
Sarival Ave
Northern Pkwy
Sarival Ave
170 (303)
357 (340)
71 (133)
149 (194)
9
Sarival Ave
Sarival Ave
Driveway C
45 (13)
403 (415)
19 (6)
319 (417)
11 (44)
5 (19)
8
Sarival Ave
Sarival Ave
Driveway B
45 (13)
444 (409)
19 (6)
310 (455)
11 (44)
5 (19)
Olive Ave
FIGURE 12 | YEAR 2030 BUILD CAPACITY ANALYSIS
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
B (D)
B (C)
B (C)
B (C)
B (B)
B (B)
A (C)
A (C)
A (B)
A (D)
A (D)
B (C)
Olive Ave
7
6
4
Northern Pkwy
Peoria Ave
C (C)
C (D)
E (E)
1
L303 SB
Peoria Ave
Peoria Ave
D (D)
A (A)
A (A)
D (E)
2
Peoria Ave
L303 NB
Peoria Ave
C (D)
A (A)
A (A)
D (D)
E (E)
E (D)
A (B)
4
48
49
4
Sarival Ave
Brown St
Sarival Ave
Driveway A
A (A)
A (A)
C (C)
B (A)
A (B)
C (C)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
A (A)
A (A)
B (B)
A (A)
B (B)
B (B)
B (B)
A (B)
B (B)
B (B)
6
Sarival Ave
Northern Pkwy
Sarival Ave
A (A)
A (A)
A (A)
C (C)
7
Sarival Ave
Northern Pkwy
Sarival Ave
A (A)
C (C)
C (C)
A (A)
9
Sarival Ave
Sarival Ave
Driveway C
A (A)
C (C)
B (A)
8
Sarival Ave
Sarival Ave
Driveway B
A (A)
B (B)
B (A)
Olive Ave
LOS C (D)
LOS C (C)
LOS B (C)
LOS A (A)
LOS B (B)
LEGEND
AM (PM) Peak Hour Capacity Analysis
Intersection
Lane Configuration
Network Improvements by
Others
Project Improvements
X
STOP
STOP
STOP
STOP
LOS B (A)
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
32
6. FUTURE CONDITIONS (YEAR 2035 – 5 YEARS AFTER
THE OPENING YEAR)
This section analyzes the effects the proposed development will have on the surrounding
roadway network during the year 2035, 5 years after the opening year.
6.1. YEAR 2035 BACKGROUND TRAFFIC VOLUMES
Similar to the year 2030 background traffic volumes described in detail in Section 5.1, a 3.5%
annual growth rate was applied to the existing traffic volumes through the year 2035 and
site traffic generated by the surrounding area developments were added to the background
traffic volumes.
The year 2035 background traffic volumes, which includes the annual growth rate and site
trips generated by the surrounding development, are shown in Figure 13.
6.2. YEAR 2035 BUILD TRAFFIC VOLUMES
To determine year 2035 build traffic volumes, the site traffic volumes (Figure 7) were added
to the year 2035 background traffic volumes (Figure 13). This represents the 2035 build
traffic volumes with the proposed development. The year 2035 build traffic volumes are
shown in Figure 14.
6.3.YEAR 2035 ROADWAY IMPROVEMENTS
The roadway network improvements listed in Section 5.3 were also assumed in the year
2035 capacity analysis.
6.4. YEAR 2035 CAPACITY ANALYSIS
The year 2035 build and no build capacity analyses were completed for the study
intersections during the AM and PM peak hour using the methodology described in Section
3.6 and 5.4.
The results of the year 2035 capacity analysis reveal that all movements operate at a LOS D
or better, or at the same level of service as the year 2035 no build conditions.
A comparison of the year 2035 build and no build AM and PM peak hour LOS and delay
results are shown in Table 7 and Table 8. The proposed lane configurations, traffic control,
and 2035 build LOS results are shown in Figure 15. Detailed capacity analysis sheets for the
year 2035 no build and build conditions can be found in Appendix I and Appendix J,
respectively.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
33
Table 7 - Year 2035 Peak Hour LOS and Delay (1 of 2)
LOS DELAY LOS DELAY LOS DELAY
LOS
DELAY
Peoria Ave/Loop 303 SB Ramp (1) - Signalized
Intersection
C
31.8
D
44.3
C
34.1
D
47.0
EB Thru
D
46.0
E
74.3
D
43.6
E
79.9
EB Right
A
6.7
B
19.3
A
6.1
B
19.2
WB Dual Left
D
37.5
E
55.6
D
38.8
E
58.2
WB Thru
A
2.3
A
3.3
A
2.1
A
3.1
SB Left
E
61.9
E
71.4
E
75.9
E
73.2
SB Shared Left-Thru-Right
E
55.2
D
47
E
57.9
D
52.5
SB Right
D
35.4
C
21.8
D
46.4
C
22.5
Peoria Ave/Loop 303 NB Ramp (2) - Signalized
Intersection
D
36.0
C
33.0
D
36.6
C
34.2
EB Dual Left
D
40.8
D
48.5
D
45.9
D
50.8
EB Thru
A
0.4
A
0.6
A
0.6
A
0.6
WB Thru
D
52.8
D
52.2
D
49.8
D
52.1
WB Right
A
9.1
A
8.7
A
8.1
B
12.7
NB Left
E
72.5
E
76.1
E
75.8
E
77.3
NB Shared Left-Thru-Right
E
76.7
C
29.5
E
78.2
C
30.8
NB Right
A
8.7
C
20.3
A
8.5
C
21.8
Sarival Ave/Peoria Ave (3) - Signalized
Intersection
B
10.6
C
28.7
B
13.2
C
33.9
EB Left
A
9.3
C
28.1
B
11.0
D
35.5
EB Thru
A
6.5
C
22.2
A
7.7
C
26.4
EB Right
A
5.6
B
17.3
A
7.4
C
20.4
WB Left
B
12.9
C
20.5
B
17.3
C
23.3
WB Thru
A
6.4
D
38.6
A
7.5
D
52.6
WB Shared Thru-Right
A
6.4
D
38.3
A
7.5
D
52.2
NB Left
B
19.1
C
21.4
C
25.7
C
24.7
NB Thru
B
13.7
C
21.9
B
17.3
C
20.8
NB Right
B
14.6
C
21.5
B
18.4
C
20.5
SB Left
B
14.9
C
22.9
B
18.8
C
24.4
SB Thru
B
14.2
C
26.5
B
18.0
C
28.3
SB Right
B
17.0
D
49.5
C
20.9
D
51.9
Sarival Ave/Brown St (4) - Unsignalized
EB Left
C
24.6
C
24.9
EB Shared Thru-Right
B
10.9
B
10.1
WB Left
B
14.7
B
17.1
C
18.8
C
22.5
WB Thru/Thru-Right
A
9.5
A
10.0
A
9.5
B
10.3
NB Left
A
9.0
A
8.9
SB Left
A
8.1
A
8.6
A
8.1
A
8.8
Intersection
Year 2035 No Build
Year 2035 Build
AM PEAK
PM PEAK
AM PEAK
PM PEAK
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
34
Table 8 - Year 2035 Peak Hour LOS and Delay (2 of 2)
LOS DELAY LOS DELAY LOS DELAY
LOS
DELAY
Sarival Ave/Olive Ave (5) - Signalized
Intersection
B
12.5
B
11.7
B
12.9
B
12.1
EB Left
B
16.5
C
20.3
B
17.6
C
21.3
EB Thru
B
13.1
B
15.1
B
13.8
B
16.0
EB Right
B
16.1
B
15.9
B
16.8
B
16.8
WB Left
B
14.9
B
16.3
B
15.6
B
17.2
WB Thru
B
12.6
B
16.1
B
13.2
B
16.9
WB Right
B
11.8
B
15.0
B
12.5
B
16.0
NB Left
B
16.5
B
14.1
B
17.4
B
15.2
NB Shared Thru-Right
A
6.6
A
6.2
A
7.0
A
6.2
SB Left
A
7.4
A
7.8
A
8.1
A
7.9
SB Shared Thru-Right
A
9.0
A
6.8
A
9.4
A
7.0
Sarival Ave/Northern Pkwy WB Ramp (6) - Signalized
Intersection
A
9.1
A
9.5
A
9.1
A
9.1
WB Dual Left
C
22.2
C
22.4
C
23.5
C
24.6
WB Right
A
6.4
A
6.9
A
6.3
A
7.0
NB Thru
A
6.6
A
7.7
A
0.2
A
0.3
SB Thru
A
7.4
A
8.5
A
8.4
A
8.7
Sarival Ave/Northern Pkwy EB Ramp (7) - Signalized
Intersection
A
8.2
A
8.5
B
19.8
B
17.8
NB Thru
C
22.7
C
25.7
C
24.5
C
26.6
NB Right
A
5.8
A
5.6
A
5.9
A
5.6
SB Dual Left
B
10.5
B
10.9
C
31.8
C
32
SB Thru
A
0.0
A
0.1
A
6.8
A
7.2
Sarival Ave/Driveway B (8) - Unsignalized
NB Left
A
8.9
A
8.9
EB Right
C
16.6
C
17.4
EB Left
B
10.7
B
10.1
Sarival Ave/Driveway C (9) - Unsignalized
NB Shared Left-Thru-Right
A
8.8
A
8.8
EB Right
C
15.4
C
16.3
EB Left
B
12.3
B
11.9
Intersection
Year 2030 No Build
Year 2030 Build
AM PEAK
PM PEAK
AM PEAK
PM PEAK
FIGURE 13 | YEAR 2035 BACKGROUND TRAFFIC VOLUMES
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
220 (252)
198 (212)
41 (30)
130 (198)
103 (228)
104 (76)
134 (353)
545 (816)
67 (99)
25 (34)
463 (662)
227 (123)
Olive Ave
LEGEND
AM (PM) Peak Hour Traffic Volumes
Intersection
<ADT>
Average Daily Traffic
X
7
6
4
Northern Pkwy
Peoria Ave
<26,200>
<10,000>
<12,800>
657 (446)
4 (4)
237 (347)
1
L303 SB
Peoria Ave
Peoria Ave
1,026 (1,361)
372 (535)
772 (825)
246 (325)
2
Peoria Ave
L303 NB
Peoria Ave
739 (884)
523 (819)
277 (397)
530 (766)
485 (381)
3 (0)
274 (438)
4
4
Sarival Ave
Brown St
Sarival Ave
438 (420)
13 (21)
312 (448)
16 (11)
17 (8)
20 (7)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
237 (116)
201 (300)
17 (20)
173 (251)
159 (327)
6 (16)
154 (85)
310 (161)
269 (106)
7 (51)
190 (306)
17 (18)
6
Sarival Ave
Northern Pkwy
Sarival Ave
474 (537)
73 (152)
308 (451)
133 (157)
7
Sarival Ave
Northern Pkwy
Sarival Ave
199 (348)
405 (347)
73 (154)
176 (230)
Olive Ave
FIGURE 14 | YEAR 2035 BUILD TRAFFIC VOLUMES
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
220 (252)
207 (215)
41 (30)
157 (305)
105 (237)
106 (85)
134 (353)
545 (816)
179 (130)
25 (34)
463 (662)
236 (126)
Olive Ave
LEGEND
AM (PM) Peak Hour Traffic Volumes
Intersection
<ADT>
Average Daily Traffic
X
7
6
4
Northern Pkwy
Peoria Ave
<27,600>
<10,700>
<12,900>
657 (446)
4 (4)
284 (360)
1
L303 SB
Peoria Ave
Peoria Ave
1,035 (1,364)
372 (535)
774 (834)
260 (378)
2
Peoria Ave
L303 NB
Peoria Ave
739 (884)
579 (835)
288 (442)
546 (828)
485 (381)
3 (0)
330 (453)
4
48
49
4
Sarival Ave
Brown St
Sarival Ave
Driveway A
39 (11)
529 (446)
13 (21)
14 (5)
334 (536)
16 (11)
9 (38)
0 (0)
4 (16)
17 (8)
0 (0)
20 (7)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
239 (125)
210 (336)
19 (29)
173 (251)
196 (338)
6 (16)
163 (88)
310 (161)
269 (106)
16 (54)
190 (306)
17 (18)
6
Sarival Ave
Northern Pkwy
Sarival Ave
483 (573)
82 (155)
336 (459)
133 (157)
7
Sarival Ave
Northern Pkwy
Sarival Ave
201 (357)
412 (374)
82 (157)
176 (230)
9
Sarival Ave
Sarival Ave
Driveway C
45 (13)
466 (462)
19 (6)
355 (473)
11 (44)
5 (19)
8
Sarival Ave
Sarival Ave
Driveway B
45 (13)
507 (456)
19 (6)
346 (511)
11 (44)
5 (19)
Olive Ave
FIGURE 15 | YEAR 2035 BUILD CAPACITY ANALYSIS
2
3
5
1
3
Sarival Ave
Peoria Ave
Sarival Ave
Peoria Ave
C (D)
B (C)
B (C)
C (C)
B (C)
B (C)
B (D)
A (C)
A (C)
A (D)
A (D)
B (C)
Olive Ave
7
6
4
Northern Pkwy
Peoria Ave
D (C)
E (D)
E (E)
1
L303 SB
Peoria Ave
Peoria Ave
D (E)
A (B)
A (A)
D (E)
2
Peoria Ave
L303 NB
Peoria Ave
D (D)
A (A)
A (B)
D (D)
E (E)
E (C)
A (C)
4
48
49
4
Sarival Ave
Brown St
Sarival Ave
Driveway A
A (A)
A (A)
C (C)
B (B)
A (B)
C (C)
5
Sarival Ave
Olive Ave
Sarival Ave
Olive Ave
A (A)
A (A)
B (B)
A (A)
B (C)
B (B)
B (B)
B (B)
B (B)
B (B)
6
Sarival Ave
Northern Pkwy
Sarival Ave
A (A)
A (A)
A (A)
C (C)
7
Sarival Ave
Northern Pkwy
Sarival Ave
A (A)
C (C)
C (C)
A (A)
9
Sarival Ave
Sarival Ave
Driveway C
A (A)
C (C)
A (B)
8
Sarival Ave
Sarival Ave
Driveway B
A (A)
C (B)
B (B)
Olive Ave
LOS C (D)
LOS D (C)
LOS B (C)
LOS A (A)
LOS B (B)
LEGEND
AM (PM) Peak Hour Capacity Analysis
Intersection
Lane Configuration
Network Improvements by
Others
Project Improvements
X
STOP
STOP
STOP
STOP
LOS B (B)
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
38
7. QUEUE ANALYSIS
A queueing analysis was performed using the 95th percentile queue lengths, reported by
Synchro 12, for the year 2035 build capacity analysis. The storage lane lengths are based on
the average peak hour volumes. All results are rounded up to the nearest 25-foot interval.
Left turns will be facilitated by the existing and planned two-way left-turn lane along Sarival
Avenue. The minimum turn lane storage requirements are 160 feet per the City of Surprise
and MCDOT, and 150 feet per the City of Glendale.
Table 9 – Year 2035 Queuing Analysis
AM
PM
95th %tile Existing
Recommended
WBL - Dual
260
378
165
300
300
SBL
284
360
406
400
400
WBR
288
442
116
265
265
NBR
330
453
141
410
410
EBR
179
130
22
-
160' or Lane Drop
WBL
236
126
116
160
160
NBL
157
305
197
170
250
NBR
106
85
17
-
150
NBL
17
5
1
TWLTL
TWLTL
SBL
13
21
1
TWLTL
TWLTL
SBR
39
11
0
-
150
EBL
163
88
108
-
150
WBR
16
54
17
-
150
SBL
19
29
15
-
150
Sarival Ave/Northern Pkwy WB Ramp (6)
Signal
WBR
336
459
72
280
280
Sarival Ave/Northern Pkwy EB Ramp (7)
Signal
SBL - Dual
412
374
161
280
280
NBL
19
6
1
-
TWLTL
SBR
45
13
0
-
150
NBL
19
6
1
-
TWLTL
SBR
45
13
0
-
150
Sarival Ave/Olive Ave (5)
Sarival Ave/Driveway B (8)
Sarival Ave/Brown St/Driveway A (4)
Sarival Ave/Driveway C (9)
Stop
Signal
Stop
Stop
Queue Storage (ft)
Peoria Ave/Loop 303 SB Ramp (1)
Peoria Ave/Loop 303 NB Ramp (2)
Sarival Ave/Peoria Ave (3)
Intersection
Movement Volumes (vph)
Traffic
Control
Signal
Signal
Signal
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
39
8. RECOMMENDATIONS
The proposed Sarival Logistics development is comprised of three (3) industrial buildings
totaling 675,500 square feet and is located west of Sarival Avenue, approximately 1,300 feet
south of Peoria Avenue. The site is located within Maricopa County unincorporated area and
adjacent to City of Glendale city limits. The opening year is anticipated in 2030.
The recommendations with the buildout of the proposed Sarival Logistics include:
Half-Street Improvements Adjacent to the Project
• The developer will be responsible for the half street improvements adjacent
to the project frontage along Sarival Avenue.
Sarival Avenue and Driveway A (4)
• Construct full access stop-controlled west leg of the existing Sarival Avenue
and Brown Street intersection.
• Construct a 150-foot southbound right-turn lane.
Sarival Avenue and Driveway B (8)
• Construct full access stop-controlled driveway with a 150-foot southbound
right-turn lane.
Sarival Avenue and Driveway C (9)
• Construct full access stop-controlled driveway with a 150-foot southbound
right-turn lane.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
A
Appendix A – Proposed Site Plan
15' LANDSCAPE/BUILDING SETBACK
SARAVAL AVENUE
BUILDING 1
± 146,500 S.F.
32' CLR HGHT
±84 TRAILER STALLS
15' LANDSCAPE/BUILDING SETBACK
15' LANDSCAPE/BUILDING SETBACK
±291 PARKING SPACES
±213 PARKING SPACES
BUILDING 2
± 254,000 S.F.
32' CLR HGHT
BUILDING 3
± 275,000 S.F.
32' CLR HGHT
±293 PARKING SPACES
25' LANDSCAPE/BUILDING SETBACK
S.E.S.
TRANS.
±62 DOCK DOORS / 4 DRIVE-IN DOORS
S.E.S.
TRANS.
S.E.S.
TRANS.
±48 DOCK DOORS / 4 DRIVE-IN DOORS
±62 DOCK DOORS / 4 DRIVE-IN DOORS
EMERGENCY
ACCESS ONLY
EMERGENCY
ACCESS ONLY
YARD/
RETENTION
OUTDOOR
STORAGE
(Project Number)
(Date)
(Sheet Number)
(Revisions)
(Sheet Title)
Sarival Logistics
NOT FOR
CONSTRUCTION
CONCEPTUAL
DESIGN
A1.01
CONCEPTUAL
SITE PLAN
CONCEPTUAL SITE PLAN - 06
02.17.2025
PROJECT INFORMATION
PROJECT NAME
SARIVAL LOGISTICS
PROJECT ADDRESS
SOUTH OF PEORIA AVENUE, WEST OF SARAVAL AVENUE
GLENDALE, AZ
OWNER
DANIEL/BETTY JEAN JARRELL TRUST
10156 N. SARIVAL AVE
WADDELL, AZ 85355
ARCHITECT
DLR GROUP
6225 N 24TH STREET, SUITE 250
PHOENIX, AZ 85016
PHONE: 480-206-7727
CONTACT: TIM THIELKE
ASSESSOR'S PARCEL NUMBER
501-06-002C
EXISTING ZONING:
RU-43
PROPOSED ZONING:
PAD / M-1
PROPOSED USE:
OFFICE/INDUSTRIAL/WAREHOUSE/DISTRIBUTION
ALLOWED BUILDING HEIGHT:
56'
PROPOSED BUILDING HEIGHT:
46'
STORIES:
1-STORY
CONSTRUCTION TYPE:
V-B
MINIMUM LOT WIDTH:
N/A
BUILDING SETBACKS:
FRONT/STREET:
25' MIN
SIDE:
15' MIN
REAR:
15' MIN
LANDSCAPE SETBACKS:
FRONT/STREET:
25' MIN
SIDE:
15' MIN
REAR:
15' MIN
GROSS SITE AREA:
± 1,735,984 S.F. (± 39.85 ACRES)
NET SITE AREA:
± 1,653,636 S.F. (± 37.96 ACRES)
PROPOSED BUILDING AREA:
BUILDING 1
± 146,500 S.F.
BUILDING 2
± 254,000 S.F.
BUILDING 3
± 275,000 S.F.
TOTAL
± 675,500 S.F.
LOT COVERAGE:
± 40.85% (50% MAXIMUM ALLOWED)
(675,500 SF / 1,653,636 SF = .4085)
PARKING REQUIRED (Warehouse):
One space per 2,000 SF of warehouse and/or 5,000 SF
of yard related area + one space per 350 SF of office area
(City of Glendale Warehouse Parking Requirements)
BUILDING 1
OFFICE
± 20,000 S.F. @ 1/350 S.F. =
58 SPACES
WAREHOUSE
± 126,500 S.F. @ 1/2,000 S.F. =
64 SPACES
SUB-TOTAL
122 SPACES
BUILDING 2
OFFICE
± 30,000 S.F. @ 1/350 S.F. =
86 SPACES
WAREHOUSE
± 224,000 S.F. @ 1/2,000 S.F. =
112 SPACES
SUB-TOTAL
198 SPACES
BUILDING 3
OFFICE
± 30,000 S.F. @ 1/350 S.F. =
86 SPACES
WAREHOUSE
± 245,000 S.F. @ 1/2,000 S.F. =
123 SPACES
SUB-TOTAL
209 SPACES
TOTAL PARKING REQUIRED:
529 SPACES
PARKING REQUIRED (Spec Building):
One space per 500 SF of warehouse area + one space per
350 SF of office area
(City of Glendale Manufacturing Parking Requirements)
BUILDING 1
OFFICE
± 20,000 S.F. @ 1/350 S.F. =
58 SPACES
WAREHOUSE
± 126,500 S.F. @ 1/500 S.F. =
253 SPACES
SUB-TOTAL
311 SPACES
BUILDING 2
OFFICE
± 30,000 S.F. @ 1/350 S.F. =
86 SPACES
WAREHOUSE
± 224,000 S.F. @ 1/500 S.F. =
448 SPACES
SUB-TOTAL
534 SPACES
BUILDING 3
OFFICE
± 30,000 S.F. @ 1/350 S.F. =
86 SPACES
WAREHOUSE
± 245,000 S.F. @ 1/500 S.F. =
490 SPACES
SUB-TOTAL
576 SPACES
TOTAL PARKING REQUIRED:
1,421 SPACES
PARKING PROVIDED:
BUILDING 1
213 SPACES
BUILDING 2
293 SPACES
BUILDING 3
291 SPACES
TOTAL
797 SPACES
PARKING RATIO:
±1.18 SPACES PER 1,000 S.F.
ADA PARKING REQUIRED:
± 22 SPACES
ADA PARKING PROVIDED:
± 24 SPACES
BICYCLE PARKING REQUIRED (1/10 SPACES FIRST 50, 1/20 REMAINING):
± xx SPACES
BICYCLE PARKING PROVIDED:
± xx SPACES
COMMON OPEN SPACE REQUIRED:
10% (±165,364 S.F.)
COMMON OPEN SPACE PROVIDED:
±10.6% (±175,000 S.F. / 1,653,636 S.F. = .106)
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
B
Appendix B – Traffic Count Data
Page 1
Site Code: 8
Station ID: 8
W Peoria Ave W/O N Sarival Ave
All Traffic Data Services, LLC
12200 W 52nd Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
Start
26-Feb-25
Time
Wed
EB
WB
Total
12:00 AM
24
20
44
01:00
18
20
38
02:00
23
27
50
03:00
29
55
84
04:00
88
117
205
05:00
256
187
443
06:00
221
405
626
07:00
321
330
651
08:00
285
289
574
09:00
273
197
470
10:00
244
211
455
11:00
277
295
572
12:00 PM
308
293
601
01:00
308
304
612
02:00
370
366
736
03:00
378
376
754
04:00
441
379
820
05:00
462
354
816
06:00
287
336
623
07:00
226
202
428
08:00
187
166
353
09:00
119
106
225
10:00
110
78
188
11:00
50
62
112
Total
5305
5175
10480
Percent
50.6%
49.4%
AM Peak
-
07:00
06:00
-
-
-
-
-
-
07:00
Vol.
-
321
405
-
-
-
-
-
-
651
PM Peak
-
17:00
16:00
-
-
-
-
-
-
16:00
Vol.
-
462
379
-
-
-
-
-
-
820
Grand Total
5305
5175
10480
Percent
50.6%
49.4%
ADT
ADT 10,480
AADT 10,480
Page 1
Site Code: 9
Station ID: 9
N Sarival Ave S/O W Brown St
All Traffic Data Services, LLC
12200 W 52nd Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
Start
26-Feb-25
Time
Wed
NB
SB
Total
12:00 AM
33
8
41
01:00
17
6
23
02:00
18
7
25
03:00
16
14
30
04:00
16
23
39
05:00
24
74
98
06:00
77
215
292
07:00
141
277
418
08:00
115
167
282
09:00
86
113
199
10:00
114
117
231
11:00
188
175
363
12:00 PM
161
182
343
01:00
131
164
295
02:00
220
221
441
03:00
280
207
487
04:00
263
210
473
05:00
235
187
422
06:00
161
139
300
07:00
150
101
251
08:00
107
92
199
09:00
78
39
117
10:00
57
32
89
11:00
30
22
52
Total
2718
2792
5510
Percent
49.3%
50.7%
AM Peak
-
11:00
07:00
-
-
-
-
-
-
07:00
Vol.
-
188
277
-
-
-
-
-
-
418
PM Peak
-
15:00
14:00
-
-
-
-
-
-
15:00
Vol.
-
280
221
-
-
-
-
-
-
487
Grand Total
2718
2792
5510
Percent
49.3%
50.7%
ADT
ADT 5,510
AADT 5,510
Page 1
Site Code: 10
Station ID: 10
W Olive Ave W/O N Sarival Ave
All Traffic Data Services, LLC
12200 W 52nd Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
Start
26-Feb-25
Time
Wed
EB
WB
Total
12:00 AM
8
22
30
01:00
9
13
22
02:00
9
14
23
03:00
15
17
32
04:00
73
23
96
05:00
197
54
251
06:00
362
242
604
07:00
483
394
877
08:00
411
257
668
09:00
219
146
365
10:00
208
197
405
11:00
244
179
423
12:00 PM
217
215
432
01:00
213
236
449
02:00
258
393
651
03:00
442
440
882
04:00
261
454
715
05:00
245
446
691
06:00
194
318
512
07:00
136
215
351
08:00
81
228
309
09:00
42
124
166
10:00
35
74
109
11:00
20
35
55
Total
4382
4736
9118
Percent
48.1%
51.9%
AM Peak
-
07:00
07:00
-
-
-
-
-
-
07:00
Vol.
-
483
394
-
-
-
-
-
-
877
PM Peak
-
15:00
16:00
-
-
-
-
-
-
15:00
Vol.
-
442
454
-
-
-
-
-
-
882
Grand Total
4382
4736
9118
Percent
48.1%
51.9%
ADT
ADT 9,118
AADT 9,118
SR 303L SB RAMPS
SR 303L SB RAMPS
W PEORIA AVE
W PEORIA AVE
(303) 216-2439
www.alltrafficdata.net
Location: 1 SR 303L SB RAMPS & W PEORIA AVE AM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
07:15 AM - 08:15 AM
Peak 15-Minutes:
07:30 AM - 07:45 AM
293
0
320
604
0
312
684
381
0.94
N
S
E
W
0.83
0.93
0.00
0.94
()
(536)
(635)
(1,096)
(738)
(1,229)
()
(566)
198
0
92
0
183
136
173
511
0
1
0
3
0
0
0
0
W PEORIA AVE
W PEORIA AVE
SR 303L SB RAMPS
SR 303L SB RAMPS
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
7:00 AM
0
0
0
0
20
1
0
0
104
0
32
51
276
0
0
0
0
1,256
44
0
0
24
7:15 AM
0
0
0
0
19
0
0
0
130
0
35
30
313
0
0
0
0
1,297
52
0
0
47
7:30 AM
0
0
0
0
21
1
0
0
128
0
30
53
346
0
0
0
0
1,272
45
0
0
68
7:45 AM
0
0
0
0
32
2
0
0
127
1
37
44
321
0
0
0
0
1,182
29
0
0
49
8:00 AM
0
0
0
0
20
0
0
0
126
0
34
56
317
0
0
0
0
1,144
47
0
0
34
8:15 AM
0
0
0
0
27
0
0
0
99
0
27
51
288
0
0
0
0
38
0
0
46
8:30 AM
0
0
0
0
10
1
0
0
101
0
27
44
256
0
0
0
0
33
0
0
40
8:45 AM
0
0
0
0
28
1
0
0
103
0
27
56
283
0
0
0
0
23
0
0
45
Count Total
353
0
0
311
2,400
6
177
0
0
0
0
385
249
1
918
0
0
0
0
0
0
Peak Hour
0
0
511
1
136
183
0
0
0
0
92
3
1,297
173
0
0
198
0
0
0
0
SR 303L NB RAMPS
SR 303L NB RAMPS
W PEORIA AVE
W PEORIA AVE
(303) 216-2439
www.alltrafficdata.net
Location: 2 SR 303L NB RAMPS & W PEORIA AVE AM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
07:15 AM - 08:15 AM
Peak 15-Minutes:
07:30 AM - 07:45 AM
0
559
339
322
261
0
599
318
0.95
N
S
E
W
0.00
0.97
0.87
0.95
(996)
()
(619)
(606)
(635)
(1,095)
(523)
()
0
0
0
139
200
0
0
181
418
0
0
0
118
2
141
0
W PEORIA AVE
W PEORIA AVE
SR 303L NB RAMPS
SR 303L NB RAMPS
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
7:00 AM
0
39
0
0
0
0
0
79
44
0
0
47
269
0
0
0
0
1,172
0
26
34
0
7:15 AM
0
20
0
0
0
0
0
108
41
0
0
45
284
0
0
0
0
1,199
0
42
28
0
7:30 AM
0
37
2
0
0
0
0
104
46
0
0
48
317
0
0
0
0
1,182
0
39
41
0
7:45 AM
0
27
0
0
0
0
0
102
55
0
0
51
302
0
0
0
0
1,095
0
35
32
0
8:00 AM
0
34
0
0
0
0
0
104
39
0
0
56
296
0
0
0
0
1,065
0
23
40
0
8:15 AM
0
31
1
0
0
0
0
93
39
0
0
45
267
0
0
0
0
0
26
32
0
8:30 AM
0
29
0
0
0
0
0
73
33
0
0
43
230
0
0
0
0
0
21
31
0
8:45 AM
0
38
0
0
0
0
0
91
44
0
0
45
272
0
0
0
0
0
27
27
0
Count Total
0
265
239
0
2,237
0
0
0
3
255
0
380
0
0
341
754
0
0
0
0
0
Peak Hour
0
418
181
0
0
200
0
118
2
0
0
0
1,199
0
139
141
0
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
W PEORIA AVE
W PEORIA AVE
(303) 216-2439
www.alltrafficdata.net
Location: 3 N SARIVAL AVE & W PEORIA AVE AM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
07:15 AM - 08:15 AM
Peak 15-Minutes:
07:30 AM - 07:45 AM
237
109
353
348
169
280
322
344
0.90
N
S
E
W
0.86
0.90
0.90
0.93
(222)
(408)
(603)
(619)
(619)
(606)
(278)
(435)
99
0
21
18
204
131
32
253
37
0
0
117
41
54
74
0
W PEORIA AVE
W PEORIA AVE
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
7:00 AM
0
2
11
0
5
25
0
11
64
0
15
50
212
0
0
0
0
1,041
6
2
8
13
7:15 AM
0
6
8
0
5
28
0
9
52
0
22
52
230
0
0
0
0
1,081
7
4
13
24
7:30 AM
0
16
17
0
7
33
0
4
70
0
37
53
301
0
0
0
0
1,066
11
7
17
29
7:45 AM
0
10
20
0
8
32
0
13
68
0
43
52
298
0
0
0
0
954
6
3
20
23
8:00 AM
0
9
9
0
1
24
0
11
63
0
29
47
252
0
0
0
0
854
8
4
24
23
8:15 AM
0
5
19
0
4
15
0
12
51
0
11
47
215
0
0
0
0
8
8
14
21
8:30 AM
0
3
8
0
5
29
0
11
43
0
6
45
189
0
0
0
0
8
2
11
18
8:45 AM
0
10
11
0
6
16
0
9
53
0
8
47
198
0
0
0
0
8
9
7
14
Count Total
165
114
39
62
1,895
202
41
0
103
61
0
393
171
0
464
80
0
0
0
0
0
Peak Hour
0
37
253
0
131
204
0
41
54
0
21
117
1,081
32
18
74
99
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
W BROWN ST
(303) 216-2439
www.alltrafficdata.net
Location: 4 N SARIVAL AVE & W BROWN ST AM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
07:15 AM - 08:15 AM
Peak 15-Minutes:
07:30 AM - 07:45 AM
283
171
26
20
170
288
0.84
N
S
E
W
0.86
0.60
0.88
(279)
(435)
(50)
(31)
(269)
(444)
0
0
9
12
0
14
0
274
0
159
11
0
W BROWN ST
N SARIVAL AVE
N SARIVAL AVE
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
7:00 AM
0
0
16
0
1
46
0
3
0
75
0
0
0
443
5
4
0
7:15 AM
0
0
28
0
2
53
0
3
0
91
0
0
0
479
0
5
0
7:30 AM
0
0
46
0
2
80
0
8
0
143
0
0
0
459
4
3
0
7:45 AM
0
0
46
0
0
81
0
1
0
134
0
0
0
381
5
1
0
8:00 AM
0
0
39
0
5
60
0
2
0
111
0
0
0
311
3
2
0
8:15 AM
0
0
34
0
1
31
0
1
0
71
0
0
0
2
2
0
8:30 AM
0
0
20
0
1
41
0
1
0
65
0
0
0
1
1
0
8:45 AM
0
0
22
0
1
30
0
3
0
64
0
0
0
8
0
0
Count Total
0
18
28
754
422
13
0
251
0
0
0
22
0
0
0
0
Peak Hour
0
14
0
0
0
159
0
9
274
479
12
11
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
W OLIVE AVE
W OLIVE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 5 N SARIVAL AVE & W OLIVE AVE AM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
07:15 AM - 08:15 AM
Peak 15-Minutes:
07:45 AM - 08:00 AM
286
164
152
236
177
309
520
426
0.92
N
S
E
W
0.77
0.88
0.83
0.96
(256)
(444)
(258)
(408)
(651)
(894)
(299)
(580)
168
0
12
5
135
12
191
220
109
0
0
106
123
50
4
0
W OLIVE AVE
W OLIVE AVE
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
7:00 AM
0
25
9
0
3
28
0
10
40
0
1
27
210
0
0
0
0
1,076
46
0
1
20
7:15 AM
0
29
9
0
4
22
0
16
51
0
4
30
254
0
0
0
0
1,135
59
2
2
26
7:30 AM
0
34
19
0
3
31
0
29
68
0
3
28
303
0
0
0
0
1,091
39
1
1
47
7:45 AM
0
39
11
0
2
37
0
34
53
0
5
35
309
0
0
0
0
958
38
1
0
54
8:00 AM
0
21
11
0
3
16
0
30
48
0
0
42
269
0
0
0
0
819
55
1
1
41
8:15 AM
0
25
9
0
2
20
0
24
48
0
3
19
210
0
0
0
0
47
2
1
10
8:30 AM
0
15
3
0
4
30
0
11
39
0
2
15
170
0
0
0
0
38
4
1
8
8:45 AM
0
19
12
0
2
19
0
7
29
0
2
30
170
0
0
0
0
35
1
2
12
Count Total
218
9
12
357
1,895
203
23
0
83
207
0
226
20
0
376
161
0
0
0
0
0
Peak Hour
0
109
220
0
12
135
0
123
50
0
12
106
1,135
191
5
4
168
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
NRTHRN PKWY WB RAMP
NRTHRN PKWY WB RAMP
(303) 216-2439
www.alltrafficdata.net
Location: 6 N SARIVAL AVE & NRTHRN PKWY WB RAMP AM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
07:00 AM - 08:00 AM
Peak 15-Minutes:
07:45 AM - 08:00 AM
302
213
247
0
53
389
0
0
0.86
N
S
E
W
0.91
0.76
0.83
0.00
(335)
(572)
(436)
()
()
()
(82)
(755)
0
0
0
160
0
87
0
0
0
0
0
302
0
53
0
0
NRTHRN PKWY WB RAMP
NRTHRN PKWY WB RAMP
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
7:00 AM
0
0
10
0
0
76
0
0
0
0
18
0
135
0
0
0
0
602
0
31
0
0
7:15 AM
0
0
12
0
0
83
0
0
0
0
21
0
146
0
0
0
0
601
0
30
0
0
7:30 AM
0
0
15
0
0
67
0
0
0
0
18
0
147
0
0
0
0
577
0
47
0
0
7:45 AM
0
0
16
0
0
76
0
0
0
0
30
0
174
0
0
0
0
537
0
52
0
0
8:00 AM
0
0
9
0
0
73
0
0
0
0
25
0
134
0
0
0
0
488
0
27
0
0
8:15 AM
0
0
6
0
0
67
0
0
0
0
19
0
122
0
0
0
0
0
30
0
0
8:30 AM
0
0
3
0
0
70
0
0
0
0
18
0
107
0
0
0
0
0
16
0
0
8:45 AM
0
0
11
0
0
60
0
0
0
0
34
0
125
0
0
0
0
0
20
0
0
Count Total
0
0
253
0
1,090
572
0
0
82
0
0
0
183
0
0
0
0
0
0
0
0
Peak Hour
0
0
0
0
87
0
0
0
53
0
0
302
602
0
160
0
0
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
NRTHRN PKWY EB RAMP
NRTHRN PKWY EB RAMP
(303) 216-2439
www.alltrafficdata.net
Location: 7 N SARIVAL AVE & NRTHRN PKWY EB RAMP AM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
07:00 AM - 08:00 AM
Peak 15-Minutes:
07:45 AM - 08:00 AM
390
52
0
378
180
140
0
0
0.94
N
S
E
W
0.93
0.00
0.85
0.00
(82)
(756)
()
(666)
()
()
(280)
(288)
0
0
255
0
0
0
0
0
0
0
0
135
0
52
123
5
NRTHRN PKWY EB RAMP
NRTHRN PKWY EB RAMP
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
7:00 AM
5
0
9
0
69
26
0
0
0
0
0
0
136
0
0
0
0
570
0
0
27
0
7:15 AM
0
0
12
0
72
31
0
0
0
0
0
0
143
0
0
0
0
568
0
0
28
0
7:30 AM
0
0
15
0
57
30
0
0
0
0
0
0
140
0
0
0
0
532
0
0
38
0
7:45 AM
0
0
16
0
57
48
0
0
0
0
0
0
151
0
0
0
0
498
0
0
30
0
8:00 AM
0
0
9
0
64
32
0
0
0
0
0
0
134
0
0
0
0
466
0
0
29
0
8:15 AM
0
0
6
0
56
33
0
0
0
0
0
0
107
0
0
0
0
0
0
12
0
8:30 AM
0
0
3
0
57
32
0
0
0
0
0
0
106
0
0
0
0
0
0
14
0
8:45 AM
0
0
12
0
41
51
0
0
0
0
0
0
119
0
0
0
0
0
0
15
0
Count Total
0
193
0
0
1,036
283
473
0
82
0
5
0
0
0
0
0
0
0
0
0
0
Peak Hour
0
0
0
0
0
0
5
0
52
0
255
135
570
0
0
123
0
0
0
0
0
SR 303L SB RAMPS
SR 303L SB RAMPS
W PEORIA AVE
W PEORIA AVE
(303) 216-2439
www.alltrafficdata.net
Location: 1 SR 303L SB RAMPS & W PEORIA AVE PM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
04:45 PM - 05:45 PM
Peak 15-Minutes:
05:15 PM - 05:30 PM
315
0
358
551
0
276
551
397
0.98
N
S
E
W
0.95
0.87
0.00
0.96
()
(581)
(734)
(1,065)
(797)
(1,099)
()
(552)
177
0
136
0
220
138
136
415
0
0
0
2
0
0
0
0
W PEORIA AVE
W PEORIA AVE
SR 303L SB RAMPS
SR 303L SB RAMPS
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
N
S
E
W
0
0
0
1
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
4:00 PM
0
0
0
0
26
1
0
0
99
0
32
67
306
0
0
0
0
1,205
30
0
0
51
4:15 PM
0
0
0
0
26
1
0
0
129
0
34
52
317
0
0
0
0
1,208
37
0
0
38
4:30 PM
0
0
0
0
26
0
0
0
82
0
46
61
288
0
0
0
0
1,202
32
0
0
41
4:45 PM
0
0
0
0
38
0
0
0
111
0
26
51
294
0
0
0
0
1,224
23
0
0
45
5:00 PM
0
0
0
0
36
2
0
0
117
0
35
55
309
0
0
0
0
1,209
22
0
0
42
5:15 PM
0
0
0
0
32
0
0
0
94
0
36
63
311
0
0
0
0
39
0
0
47
5:30 PM
0
0
0
0
30
0
0
0
93
0
41
51
310
0
0
0
0
52
0
0
43
5:45 PM
0
0
0
0
18
1
0
0
107
1
30
53
279
0
0
0
0
32
0
0
37
Count Total
344
0
0
267
2,414
5
232
0
0
0
0
453
280
1
832
0
0
0
0
0
0
Peak Hour
0
0
415
0
138
220
0
0
0
0
136
2
1,224
136
0
0
177
0
0
0
0
SR 303L NB RAMPS
SR 303L NB RAMPS
W PEORIA AVE
W PEORIA AVE
(303) 216-2439
www.alltrafficdata.net
Location: 2 SR 303L NB RAMPS & W PEORIA AVE PM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
04:15 PM - 05:15 PM
Peak 15-Minutes:
04:15 PM - 04:30 PM
0
470
373
469
363
0
561
358
0.95
N
S
E
W
0.00
0.86
0.82
0.92
(916)
()
(733)
(904)
(735)
(1,065)
(757)
()
0
0
0
152
221
0
0
243
318
0
0
0
137
0
226
0
W PEORIA AVE
W PEORIA AVE
SR 303L NB RAMPS
SR 303L NB RAMPS
2
0
0
0
N
S
E
W
0
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
N
S
E
W
0
0
1
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
4:00 PM
0
42
0
0
0
0
0
82
47
0
0
58
312
0
0
0
0
1,284
0
33
50
0
4:15 PM
0
33
0
0
0
0
0
85
67
0
0
55
342
0
0
0
1
1,297
0
47
55
0
4:30 PM
0
31
0
0
0
0
0
62
48
0
0
74
312
0
0
0
0
1,286
0
37
60
0
4:45 PM
0
34
0
0
0
0
0
89
57
0
0
44
318
0
0
0
1
1,282
0
36
58
0
5:00 PM
0
39
0
0
0
0
0
82
71
0
0
48
325
0
0
0
0
1,271
0
32
53
0
5:15 PM
0
49
1
0
0
0
0
65
62
0
0
53
331
0
0
0
1
0
31
70
0
5:30 PM
0
35
0
0
0
0
0
74
50
0
0
54
308
0
0
0
0
0
41
54
0
5:45 PM
0
32
0
0
0
0
0
83
41
0
0
54
307
0
0
0
0
0
36
61
0
Count Total
0
461
293
0
2,555
0
0
0
1
295
0
440
0
0
443
622
0
3
0
0
0
Peak Hour
0
318
243
0
0
221
0
137
0
0
0
0
1,297
0
152
226
0
0
0
0
2
N SARIVAL AVE
N SARIVAL AVE
W PEORIA AVE
W PEORIA AVE
(303) 216-2439
www.alltrafficdata.net
Location: 3 N SARIVAL AVE & W PEORIA AVE PM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
04:15 PM - 05:15 PM
Peak 15-Minutes:
04:15 PM - 04:30 PM
181
259
342
386
252
220
469
379
0.93
N
S
E
W
0.92
0.85
0.95
0.91
(492)
(347)
(661)
(771)
(733)
(903)
(481)
(396)
53
0
14
24
260
58
48
318
103
0
0
114
66
132
54
0
W PEORIA AVE
W PEORIA AVE
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
1
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
4:00 PM
0
11
35
0
6
24
0
24
62
0
9
56
285
0
0
0
0
1,211
10
15
13
20
4:15 PM
0
18
29
0
4
25
0
31
75
0
16
82
333
0
0
0
0
1,244
17
3
18
15
4:30 PM
0
18
31
0
2
30
0
25
73
0
11
66
305
0
0
0
0
1,219
9
7
17
16
4:45 PM
0
18
34
0
2
29
0
24
77
0
17
48
288
0
0
0
0
1,207
14
7
7
11
5:00 PM
0
12
38
0
6
30
0
23
93
0
14
64
318
0
0
0
0
1,181
8
7
12
11
5:15 PM
0
15
29
0
5
18
0
10
110
0
23
56
308
0
0
0
0
12
8
9
13
5:30 PM
0
20
39
0
3
25
0
11
88
0
11
65
293
0
0
0
0
5
8
6
12
5:45 PM
0
19
21
0
3
22
0
27
68
0
10
52
262
0
0
0
0
7
6
12
15
Count Total
113
94
61
82
2,392
203
31
0
256
131
0
489
111
0
646
175
0
0
0
0
0
Peak Hour
0
103
318
0
58
260
0
66
132
0
14
114
1,244
48
24
54
53
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
W BROWN ST
(303) 216-2439
www.alltrafficdata.net
Location: 4 N SARIVAL AVE & W BROWN ST PM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
04:15 PM - 05:15 PM
Peak 15-Minutes:
04:15 PM - 04:30 PM
223
253
11
23
255
213
0.94
N
S
E
W
0.88
0.44
0.94
(482)
(397)
(30)
(31)
(483)
(397)
0
0
15
6
0
5
0
208
0
247
8
0
W BROWN ST
N SARIVAL AVE
N SARIVAL AVE
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
4:00 PM
0
0
60
0
2
40
0
5
0
110
0
0
0
482
1
2
0
4:15 PM
0
0
65
0
3
56
0
3
0
130
0
0
0
489
0
3
0
4:30 PM
0
0
62
0
3
44
0
0
0
114
0
0
0
464
3
2
0
4:45 PM
0
0
61
0
6
57
0
2
0
128
0
0
0
463
0
2
0
5:00 PM
0
0
59
0
3
51
0
0
0
117
0
0
0
428
3
1
0
5:15 PM
0
0
52
0
0
51
0
2
0
105
0
0
0
0
0
0
5:30 PM
0
0
61
0
0
41
0
4
0
113
0
0
0
5
2
0
5:45 PM
0
0
50
0
1
39
0
2
0
93
0
0
0
0
1
0
Count Total
0
13
12
910
379
18
0
470
0
0
0
18
0
0
0
0
Peak Hour
0
5
0
0
0
247
0
15
208
489
6
8
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
W OLIVE AVE
W OLIVE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 5 N SARIVAL AVE & W OLIVE AVE PM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
04:15 PM - 05:15 PM
Peak 15-Minutes:
04:30 PM - 04:45 PM
219
257
266
139
350
212
249
476
0.96
N
S
E
W
0.91
0.94
0.86
0.91
(498)
(397)
(505)
(287)
(900)
(506)
(666)
(389)
82
0
14
36
217
13
75
114
60
0
0
123
177
161
11
1
W OLIVE AVE
W OLIVE AVE
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
4:00 PM
0
46
44
0
9
22
0
16
38
0
2
49
265
0
0
0
0
1,077
18
6
0
15
4:15 PM
0
35
40
0
7
36
0
19
25
0
3
51
261
0
0
0
0
1,084
16
8
4
17
4:30 PM
1
52
43
0
2
25
0
16
28
0
3
57
282
0
0
0
0
1,063
21
11
6
17
4:45 PM
0
41
37
0
2
33
0
10
33
0
4
49
269
0
0
0
0
1,036
21
13
1
25
5:00 PM
0
49
41
0
3
29
0
15
28
0
3
60
272
0
0
0
0
997
17
4
0
23
5:15 PM
0
29
38
0
2
23
0
14
34
0
4
49
240
0
0
0
0
21
4
2
20
5:30 PM
0
44
43
0
3
21
0
14
24
0
0
58
255
0
0
0
0
17
5
6
20
5:45 PM
0
24
38
0
0
26
0
13
28
0
3
53
230
0
0
0
0
20
6
2
17
Count Total
154
21
57
151
2,074
215
28
0
324
320
1
426
22
0
238
117
0
0
0
0
0
Peak Hour
0
60
114
0
13
217
1
177
161
0
14
123
1,084
75
36
11
82
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
NRTHRN PKWY WB RAMP
NRTHRN PKWY WB RAMP
(303) 216-2439
www.alltrafficdata.net
Location: 6 N SARIVAL AVE & NRTHRN PKWY WB RAMP PM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
04:15 PM - 05:15 PM
Peak 15-Minutes:
04:30 PM - 04:45 PM
291
356
360
0
108
403
0
0
0.81
N
S
E
W
0.66
0.93
0.91
0.00
(685)
(492)
(698)
()
()
()
(212)
(717)
0
0
0
249
0
111
0
0
0
0
0
291
0
107
0
1
NRTHRN PKWY WB RAMP
NRTHRN PKWY WB RAMP
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
4:00 PM
0
0
32
0
0
43
0
0
0
0
27
0
168
0
0
0
0
756
0
66
0
0
4:15 PM
1
0
31
0
0
54
0
0
0
0
30
0
170
0
0
0
0
759
0
54
0
0
4:30 PM
0
0
26
0
0
111
0
0
0
0
32
0
235
0
0
0
0
735
0
66
0
0
4:45 PM
0
0
26
0
0
69
0
0
0
0
25
0
183
0
0
0
0
689
0
63
0
0
5:00 PM
0
0
24
0
0
57
0
0
0
0
24
0
171
0
0
0
0
646
0
66
0
0
5:15 PM
0
0
23
0
0
45
0
0
0
0
24
0
146
0
0
0
0
0
54
0
0
5:30 PM
1
0
24
1
0
60
0
0
0
0
35
0
189
0
0
0
0
0
68
0
0
5:45 PM
0
0
24
0
0
52
0
0
0
0
27
0
140
0
0
0
0
0
37
0
0
Count Total
0
0
474
0
1,402
491
0
1
210
0
2
0
224
0
0
0
0
0
0
0
0
Peak Hour
0
0
0
0
111
0
1
0
107
0
0
291
759
0
249
0
0
0
0
0
0
N SARIVAL AVE
N SARIVAL AVE
NRTHRN PKWY EB RAMP
NRTHRN PKWY EB RAMP
(303) 216-2439
www.alltrafficdata.net
Location: 7 N SARIVAL AVE & NRTHRN PKWY EB RAMP PM
Wednesday, February 26, 2025
Date:
Peak Hour - Motorized Vehicles
Peak Hour - Bicycles
Peak Hour - Pedestrians
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Peak Hour:
04:00 PM - 05:00 PM
Peak 15-Minutes:
04:30 PM - 04:45 PM
392
117
0
322
294
247
0
0
0.82
N
S
E
W
0.70
0.00
0.85
0.00
(213)
(717)
()
(564)
()
()
(512)
(452)
0
0
145
0
0
0
0
0
0
0
0
247
0
117
177
0
NRTHRN PKWY EB RAMP
NRTHRN PKWY EB RAMP
N SARIVAL AVE
N SARIVAL AVE
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
S
E
W
0
0
0
0
0
0
0
0
0
0
0
0
Left
Thru Right
Total
Eastbound
Interval
Start Time
Rolling
Hour
West
East South North
Pedestrian Crossings
U-Turn
Westbound
Northbound
Southbound
Left
Thru Right
U-Turn
Left
Thru Right
U-Turn
Left
Thru
Right
U-Turn
4:00 PM
0
0
32
0
22
48
0
0
0
0
0
0
153
0
0
0
0
686
0
0
51
0
4:15 PM
0
0
32
0
24
61
0
0
0
0
0
0
171
0
0
0
0
675
0
0
54
0
4:30 PM
0
0
26
0
65
78
0
0
0
0
0
0
209
0
0
0
0
627
0
0
40
0
4:45 PM
0
0
27
0
34
60
0
0
0
0
0
0
153
0
0
0
0
573
0
0
32
0
5:00 PM
0
0
24
0
33
48
0
0
0
0
0
0
142
0
0
0
0
543
0
0
37
0
5:15 PM
0
0
23
0
25
44
0
0
0
0
0
0
123
0
0
0
0
0
0
31
0
5:30 PM
0
0
25
0
34
62
0
0
0
0
0
0
155
0
0
0
0
0
0
34
0
5:45 PM
0
0
24
0
28
51
0
0
0
0
0
0
123
0
0
0
0
0
0
20
0
Count Total
0
299
0
0
1,229
452
265
0
213
0
0
0
0
0
0
0
0
0
0
0
0
Peak Hour
0
0
0
0
0
0
0
0
117
0
145
247
686
0
0
177
0
0
0
0
0
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
C
Appendix C – Existing Capacity Analysis
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
511
173
137
183
92
3
198
Future Volume (vph)
511
173
137
183
92
3
198
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (%)
29.0%
29.0%
19.4%
19.4%
19.4%
32%
19%
42%
19%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Min
Min
None
None
None
None
None
Min
None
Act Effct Green (s)
26.4
26.4
30.3
43.1
19.7
19.7
19.7
Actuated g/C Ratio
0.28
0.28
0.32
0.45
0.21
0.21
0.21
v/c Ratio
0.58
0.35
0.29
0.26
0.30
0.01
0.46
Control Delay (s/veh)
33.4
6.0
27.3
6.7
36.2
33.0
8.0
Queue Delay
0.1
0.0
0.0
0.0
0.5
0.0
0.0
Total Delay (s/veh)
33.5
6.0
27.3
6.7
36.7
33.0
8.0
LOS
C
A
C
A
D
C
A
Approach Delay (s/veh)
26.3
15.5
17.3
Approach LOS
C
B
B
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 96
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay (s/veh): 21.5
Intersection LOS: C
Intersection Capacity Utilization 58.7%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
568
204
161
215
108
4
233
v/c Ratio
0.58
0.35
0.29
0.26
0.30
0.01
0.46
Control Delay (s/veh)
33.4
6.0
27.3
6.7
36.2
33.0
8.0
Queue Delay
0.1
0.0
0.0
0.0
0.5
0.0
0.0
Total Delay (s/veh)
33.5
6.0
27.3
6.7
36.7
33.0
8.0
Queue Length 50th (ft)
155
0
67
10
55
2
0
Queue Length 95th (ft)
236
44
113
56
108
10
52
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
1495
786
1185
1841
418
440
552
Starvation Cap Reductn
0
0
0
104
0
0
0
Spillback Cap Reductn
226
0
0
0
108
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.45
0.26
0.14
0.12
0.35
0.01
0.42
Intersection Summary
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
418
181
200
139
118
2
141
Future Volume (vph)
418
181
200
139
118
2
141
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (%)
41.9%
41.9%
19.4%
19.4%
19.4%
32%
29%
19%
19%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Min
Min
None
None
None
None
Min
None
None
Act Effct Green (s)
38.6
68.9
15.2
15.2
14.6
14.6
14.6
Actuated g/C Ratio
0.40
0.72
0.16
0.16
0.15
0.15
0.15
v/c Ratio
0.65
0.16
0.42
0.42
0.52
0.01
0.43
Control Delay (s/veh)
36.6
0.4
40.9
10.3
45.9
36.0
9.4
Queue Delay
0.0
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
36.6
0.5
40.9
10.3
45.9
36.0
9.4
LOS
D
A
D
B
D
D
A
Approach Delay (s/veh)
25.2
28.3
26.1
Approach LOS
C
C
C
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 96
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay (s/veh): 26.3
Intersection LOS: C
Intersection Capacity Utilization 58.7%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
464
213
235
164
139
3
166
v/c Ratio
0.65
0.16
0.42
0.42
0.52
0.01
0.43
Control Delay (s/veh)
36.6
0.4
40.9
10.3
45.9
36.0
9.4
Queue Delay
0.0
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
36.6
0.5
40.9
10.3
45.9
36.0
9.4
Queue Length 50th (ft)
304
1
68
0
80
2
0
Queue Length 95th (ft)
442
1
113
50
138
9
45
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
837
1397
2240
1062
418
440
504
Starvation Cap Reductn
0
533
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.55
0.25
0.10
0.15
0.33
0.01
0.33
Intersection Summary
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th AWSC
Intersection
Intersection Delay, s/veh19.8
Intersection LOS
C
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
37
253
32
131
204
18
41
54
74
21
117
99
Future Vol, veh/h
37
253
32
131
204
18
41
54
74
21
117
99
Peak Hour Factor
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.80
0.80
0.80
0.85
0.85
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
46
298
40
154
240
23
51
68
93
26
138
116
Number of Lanes
1
1
0
1
1
1
1
2
0
1
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
3
2
2
3
Conflicting Approach Left SB
NB
EB
WB
Conflicting Lanes Left
2
3
2
3
Conflicting Approach RightNB
SB
WB
EB
Conflicting Lanes Right
3
2
3
2
HCM Control Delay, s/veh26.3
17.4
13.2
19.4
HCM LOS
D
C
B
C
Lane
NBLn1NBLn2NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, %
100%
0%
0% 100%
0% 100%
0%
0% 100%
0%
Vol Thru, %
0% 100%
20%
0%
89%
0% 100%
0%
0%
54%
Vol Right, %
0%
0%
80%
0%
11%
0%
0% 100%
0%
46%
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
41
36
92
37
285
131
204
18
21
216
LT Vol
41
0
0
37
0
131
0
0
21
0
Through Vol
0
36
18
0
253
0
204
0
0
117
RT Vol
0
0
74
0
32
0
0
18
0
99
Lane Flow Rate
51
45
115
46
338
154
240
23
26
254
Geometry Grp
6
6
6
6
6
6
6
6
6
6
Degree of Util (X)
0.13 0.108 0.257 0.106 0.721
0.36 0.527 0.045 0.064 0.554
Departure Headway (Hd)
9.123 8.608
8.03 8.389
7.8 8.409 7.898 7.182 8.785 7.962
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Cap
395
418
448
430
466
430
458
502
409
455
Service Time
6.841 6.327 5.748 6.089
5.5
6.11 5.599 4.884 6.501 5.662
HCM Lane V/C Ratio
0.129 0.108 0.257 0.107 0.725 0.358 0.524 0.046 0.064 0.558
HCM Control Delay, s/veh
13.2
12.4
13.5
12.1
28.2
15.8
19.1
10.2
12.1
20.1
HCM Lane LOS
B
B
B
B
D
C
C
B
B
C
HCM 95th-tile Q
0.4
0.4
1
0.4
5.7
1.6
3
0.1
0.2
3.3
4: Sarival Ave & Brown St
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.8
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
14
12
159
11
9
274
Future Vol, veh/h
14
12
159
11
9
274
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
100
-
-
100
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
85
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
18
15
187
14
11
322
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
539
100
0
0
201
0
Stage 1
194
-
-
-
-
-
Stage 2
345
-
-
-
-
-
Critical Hdwy
6.63
6.93
-
-
4.13
-
Critical Hdwy Stg 1
5.83
-
-
-
-
-
Critical Hdwy Stg 2
5.43
-
-
-
-
-
Follow-up Hdwy
3.519 3.319
-
- 2.219
-
Pot Cap-1 Maneuver
488
936
-
-
1370
-
Stage 1
820
-
-
-
-
-
Stage 2
716
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
484
936
-
-
1370
-
Mov Cap-2 Maneuver
484
-
-
-
-
-
Stage 1
820
-
-
-
-
-
Stage 2
710
-
-
-
-
-
Approach
WB
NB
SB
HCM Ctrl Dly, s/v
10.96
0
0.26
HCM LOS
B
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
484
936
1370
-
HCM Lane V/C Ratio
-
- 0.036 0.016 0.008
-
HCM Ctrl Dly (s/v)
-
-
12.7
8.9
7.6
-
HCM Lane LOS
-
-
B
A
A
-
HCM 95th %tile Q(veh)
-
-
0.1
0
0
-
5: Sarival Ave & Olive Ave
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th AWSC
Intersection
Intersection Delay, s/veh
44.1
Intersection LOS
E
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
109
220
191
12
135
5
123
50
4
12
106
168
Future Vol, veh/h
109
220
191
12
135
5
123
50
4
12
106
168
Peak Hour Factor
0.85
0.85
0.85
0.80
0.85
0.80
0.85
0.80
0.80
0.80
0.85
0.85
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
128
259
225
15
159
6
145
63
5
15
125
198
Number of Lanes
0
1
0
0
1
0
0
1
0
0
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
1
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
1
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
1
1
HCM Control Delay, s/veh
75.2
14.6
16.6
20.6
HCM LOS
F
B
C
C
Lane
NBLn1
EBLn1 WBLn1
SBLn1
Vol Left, %
69%
21%
8%
4%
Vol Thru, %
28%
42%
89%
37%
Vol Right, %
2%
37%
3%
59%
Sign Control
Stop
Stop
Stop
Stop
Traffic Vol by Lane
177
520
152
286
LT Vol
123
109
12
12
Through Vol
50
220
135
106
RT Vol
4
191
5
168
Lane Flow Rate
212
612
180
337
Geometry Grp
1
1
1
1
Degree of Util (X)
0.438
1.048
0.361
0.624
Departure Headway (Hd)
7.695
6.166
7.457
6.874
Convergence, Y/N
Yes
Yes
Yes
Yes
Cap
471
587
486
530
Service Time
5.695
4.208
5.457
4.874
HCM Lane V/C Ratio
0.45
1.043
0.37
0.636
HCM Control Delay, s/veh
16.6
75.2
14.6
20.6
HCM Lane LOS
C
F
B
C
HCM 95th-tile Q
2.2
16.9
1.6
4.2
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø7
Lane Configurations
Traffic Volume (vph)
94
156
52
299
Future Volume (vph)
94
156
52
299
Turn Type
Perm
Perm
NA
NA
Protected Phases
8
4
7
Permitted Phases
6
6
Detector Phase
6
6
8
4
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
Minimum Split (s)
30.0
30.0
35.0
35.0
13.1
Total Split (s)
30.0
30.0
35.0
35.0
25.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.4
7.4
6.5
6.5
Lead/Lag
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Act Effct Green (s)
20.0
20.0
20.0
38.6
Actuated g/C Ratio
0.28
0.28
0.28
0.53
v/c Ratio
0.12
0.32
0.13
0.13
Control Delay (s/veh)
20.6
5.5
6.4
8.6
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
20.6
5.5
6.4
8.6
LOS
C
A
A
A
Approach Delay (s/veh)
11.2
6.4
8.6
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 72.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.32
Intersection Signal Delay (s/veh): 9.5
Intersection LOS: A
Intersection Capacity Utilization 44.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
111
184
65
352
v/c Ratio
0.12
0.32
0.13
0.13
Control Delay (s/veh)
20.6
5.5
6.4
8.6
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
20.6
5.5
6.4
8.6
Queue Length 50th (ft)
19
0
4
26
Queue Length 95th (ft)
36
38
8
37
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1071
620
733
3756
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.10
0.30
0.09
0.09
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø4
Ø6
Ø7
Lane Configurations
Traffic Volume (vph)
52
125
250
141
Future Volume (vph)
52
125
250
141
Turn Type
NA
Perm
Prot
NA
Protected Phases
8
6 7
4 6 7
4
6
7
Permitted Phases
8
Detector Phase
8
8
6 7
4 6 7
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
Minimum Split (s)
35.0
35.0
35.0
30.0
13.1
Total Split (s)
35.0
35.0
35.0
30.0
25.0
Total Split (%)
38.9%
38.9%
39%
33%
28%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
1.5
1.5
1.5
2.4
3.1
Lost Time Adjust (s)
0.0
0.0
Total Lost Time (s)
6.5
6.5
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
Min
None
None
Act Effct Green (s)
20.0
20.0
38.6
72.5
Actuated g/C Ratio
0.28
0.28
0.53
1.00
v/c Ratio
0.13
0.27
0.16
0.05
Control Delay (s/veh)
21.2
5.7
10.6
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
21.2
5.7
10.6
0.0
LOS
C
A
B
A
Approach Delay (s/veh)
10.4
6.8
Approach LOS
B
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 72.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.32
Intersection Signal Delay (s/veh): 7.9
Intersection LOS: A
Intersection Capacity Utilization 44.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
65
147
294
166
v/c Ratio
0.13
0.27
0.16
0.05
Control Delay (s/veh)
21.2
5.7
10.6
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
21.2
5.7
10.6
0.0
Queue Length 50th (ft)
22
0
42
0
Queue Length 95th (ft)
46
35
61
0
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
733
712
1887
3348
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.09
0.21
0.16
0.05
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
Existing AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
439
114
141
219
126
3
166
Future Volume (vph)
439
114
141
219
126
3
166
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (%)
29.0%
29.0%
19.4%
19.4%
19.4%
32%
19%
42%
19%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
66.9
66.9
33.1
91.3
21.1
21.1
21.1
Actuated g/C Ratio
0.48
0.48
0.24
0.65
0.15
0.15
0.15
v/c Ratio
0.29
0.16
0.40
0.21
0.56
0.01
0.48
Control Delay (s/veh)
23.5
0.9
51.1
1.9
66.0
55.3
11.6
Queue Delay
0.0
0.0
0.0
0.1
73.8
0.0
0.0
Total Delay (s/veh)
23.5
0.9
51.1
2.0
139.8
55.3
11.6
LOS
C
A
D
A
F
E
B
Approach Delay (s/veh)
18.7
21.2
66.8
Approach LOS
B
C
E
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 140.8
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay (s/veh): 31.4
Intersection LOS: C
Intersection Capacity Utilization 56.6%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
488
134
166
258
148
4
195
v/c Ratio
0.29
0.16
0.40
0.21
0.56
0.01
0.48
Control Delay (s/veh)
23.5
0.9
51.1
1.9
66.0
55.3
11.6
Queue Delay
0.0
0.0
0.0
0.1
73.8
0.0
0.0
Total Delay (s/veh)
23.5
0.9
51.1
2.0
139.8
55.3
11.6
Queue Length 50th (ft)
144
0
101
10
126
3
0
Queue Length 95th (ft)
194
2
154
13
206
14
60
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
1682
851
833
1363
284
299
418
Starvation Cap Reductn
0
0
0
364
0
0
0
Spillback Cap Reductn
154
0
0
0
170
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.32
0.16
0.20
0.26
1.30
0.01
0.47
Intersection Summary
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
318
243
221
152
137
226
Future Volume (vph)
318
243
221
152
137
226
Turn Type
Prot
NA
NA
Perm
Perm
Perm
Protected Phases
4 5
2 4 5
6
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
65.0
65.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (%)
41.9%
41.9%
19.4%
19.4%
32%
29%
19%
19%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
Max
None
None
Act Effct Green (s)
35.2
109.7
60.6
60.6
17.5
17.5
Actuated g/C Ratio
0.25
0.78
0.43
0.43
0.12
0.12
v/c Ratio
0.80
0.20
0.17
0.23
0.73
0.34
Control Delay (s/veh)
69.6
0.5
26.7
4.6
79.8
1.2
Queue Delay
0.0
0.2
0.0
0.0
0.0
0.0
Total Delay (s/veh)
69.6
0.7
26.7
4.6
79.8
1.2
LOS
E
A
C
A
E
A
Approach Delay (s/veh)
38.8
17.7
Approach LOS
D
B
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 140.8
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay (s/veh): 30.4
Intersection LOS: C
Intersection Capacity Utilization 56.6%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBR
Lane Group Flow (vph)
353
286
260
179
161
266
v/c Ratio
0.80
0.20
0.17
0.23
0.73
0.34
Control Delay (s/veh)
69.6
0.5
26.7
4.6
79.8
1.2
Queue Delay
0.0
0.2
0.0
0.0
0.0
0.0
Total Delay (s/veh)
69.6
0.7
26.7
4.6
79.8
1.2
Queue Length 50th (ft)
342
2
76
0
144
0
Queue Length 95th (ft)
475
3
117
40
224
0
Internal Link Dist (ft)
342
321
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
569
1487
1522
783
284
813
Starvation Cap Reductn
0
611
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
Reduced v/c Ratio
0.62
0.33
0.17
0.23
0.57
0.33
Intersection Summary
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th AWSC
Intersection
Intersection Delay, s/veh31.2
Intersection LOS
D
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
103
318
48
58
260
24
66
132
54
14
114
53
Future Vol, veh/h
103
318
48
58
260
24
66
132
54
14
114
53
Peak Hour Factor
0.85
0.90
0.80
0.80
0.85
0.80
0.80
0.85
0.80
0.80
0.85
0.80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
121
353
60
73
306
30
83
155
68
18
134
66
Number of Lanes
1
1
0
1
1
1
1
2
0
1
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
3
2
2
3
Conflicting Approach Left SB
NB
EB
WB
Conflicting Lanes Left
2
3
2
3
Conflicting Approach RightNB
SB
WB
EB
Conflicting Lanes Right
3
2
3
2
HCM Control Delay, s/veh47.8
27.4
15.2
20.2
HCM LOS
E
D
C
C
Lane
NBLn1NBLn2NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2
Vol Left, %
100%
0%
0% 100%
0% 100%
0%
0% 100%
0%
Vol Thru, %
0% 100%
45%
0%
87%
0% 100%
0%
0%
68%
Vol Right, %
0%
0%
55%
0%
13%
0%
0% 100%
0%
32%
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
66
88
98
103
366
58
260
24
14
167
LT Vol
66
0
0
103
0
58
0
0
14
0
Through Vol
0
88
44
0
318
0
260
0
0
114
RT Vol
0
0
54
0
48
0
0
24
0
53
Lane Flow Rate
83
104
119
121
413
73
306
30
18
200
Geometry Grp
6
6
6
6
6
6
6
6
6
6
Degree of Util (X)
0.221 0.263
0.29 0.295 0.937 0.185 0.736 0.066 0.048 0.505
Departure Headway (Hd)
9.657
9.14 8.742 8.761 8.157 9.176 8.662 7.942 9.818 9.074
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Cap
371
392
410
410
446
391
416
450
364
397
Service Time
7.425 6.909
6.51 6.518 5.913 6.938 6.423 5.703 7.587 6.842
HCM Lane V/C Ratio
0.224 0.265
0.29 0.295 0.926 0.187 0.736 0.067 0.049 0.504
HCM Control Delay, s/veh
15.2
15.2
15.1
15.2
57.3
14
32.1
11.3
13.1
20.8
HCM Lane LOS
C
C
C
C
F
B
D
B
B
C
HCM 95th-tile Q
0.8
1
1.2
1.2
10.8
0.7
5.9
0.2
0.2
2.8
4: Sarival Ave & Brown St
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.5
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
5
6
247
8
15
208
Future Vol, veh/h
5
6
247
8
15
208
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
100
-
-
100
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
85
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
6
8
291
10
19
245
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
578
150
0
0
301
0
Stage 1
296
-
-
-
-
-
Stage 2
282
-
-
-
-
-
Critical Hdwy
6.63
6.93
-
-
4.13
-
Critical Hdwy Stg 1
5.83
-
-
-
-
-
Critical Hdwy Stg 2
5.43
-
-
-
-
-
Follow-up Hdwy
3.519 3.319
-
- 2.219
-
Pot Cap-1 Maneuver
462
870
-
-
1259
-
Stage 1
730
-
-
-
-
-
Stage 2
765
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
455
870
-
-
1259
-
Mov Cap-2 Maneuver
455
-
-
-
-
-
Stage 1
730
-
-
-
-
-
Stage 2
753
-
-
-
-
-
Approach
WB
NB
SB
HCM Ctrl Dly, s/v
10.92
0
0.56
HCM LOS
B
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
455
870
1259
-
HCM Lane V/C Ratio
-
- 0.014 0.009 0.015
-
HCM Ctrl Dly (s/v)
-
-
13
9.2
7.9
-
HCM Lane LOS
-
-
B
A
A
-
HCM 95th %tile Q(veh)
-
-
0
0
0
-
5: Sarival Ave & Olive Ave
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th AWSC
Intersection
Intersection Delay, s/veh
23.9
Intersection LOS
C
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
60
114
75
13
217
36
178
161
11
14
123
82
Future Vol, veh/h
60
114
75
13
217
36
178
161
11
14
123
82
Peak Hour Factor
0.80
0.85
0.85
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
75
134
88
16
255
45
209
189
14
18
145
96
Number of Lanes
0
1
0
0
1
0
0
1
0
0
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
1
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
1
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
1
1
HCM Control Delay, s/veh
20.1
21.6
32.3
17.6
HCM LOS
C
C
D
C
Lane
NBLn1
EBLn1 WBLn1
SBLn1
Vol Left, %
51%
24%
5%
6%
Vol Thru, %
46%
46%
82%
56%
Vol Right, %
3%
30%
14%
37%
Sign Control
Stop
Stop
Stop
Stop
Traffic Vol by Lane
350
249
266
219
LT Vol
178
60
13
14
Through Vol
161
114
217
123
RT Vol
11
75
36
82
Lane Flow Rate
413
297
317
259
Geometry Grp
1
1
1
1
Degree of Util (X)
0.798
0.59
0.627
0.513
Departure Headway (Hd)
6.967
7.14
7.136
7.14
Convergence, Y/N
Yes
Yes
Yes
Yes
Cap
520
503
503
502
Service Time
5.031
5.212
5.209
5.217
HCM Lane V/C Ratio
0.794
0.59
0.63
0.516
HCM Control Delay, s/veh
32.3
20.1
21.6
17.6
HCM Lane LOS
D
C
C
C
HCM 95th-tile Q
7.5
3.8
4.3
2.9
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø7
Lane Configurations
Traffic Volume (vph)
111
249
108
291
Future Volume (vph)
111
249
108
291
Turn Type
Perm
Perm
NA
NA
Protected Phases
8
4
7
Permitted Phases
6
6
Detector Phase
6
6
8
4
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
Minimum Split (s)
30.0
30.0
35.0
35.0
13.1
Total Split (s)
30.0
30.0
35.0
35.0
25.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.4
7.4
6.5
6.5
Lead/Lag
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Act Effct Green (s)
20.5
20.5
20.0
37.3
Actuated g/C Ratio
0.29
0.29
0.28
0.52
v/c Ratio
0.13
0.44
0.24
0.13
Control Delay (s/veh)
19.8
5.2
6.9
9.1
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
19.8
5.2
6.9
9.1
LOS
B
A
A
A
Approach Delay (s/veh)
9.7
6.9
9.1
Approach LOS
A
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 71.7
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.44
Intersection Signal Delay (s/veh): 9.1
Intersection LOS: A
Intersection Capacity Utilization 44.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
131
293
127
342
v/c Ratio
0.13
0.44
0.24
0.13
Control Delay (s/veh)
19.8
5.2
6.9
9.1
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
19.8
5.2
6.9
9.1
Queue Length 50th (ft)
22
0
8
26
Queue Length 95th (ft)
40
43
13
39
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1083
700
741
3797
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.12
0.42
0.17
0.09
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø4
Ø6
Ø7
Lane Configurations
Traffic Volume (vph)
109
163
156
247
Future Volume (vph)
109
163
156
247
Turn Type
NA
Perm
Prot
NA
Protected Phases
8
6 7
4 6 7
4
6
7
Permitted Phases
8
Detector Phase
8
8
6 7
4 6 7
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
Minimum Split (s)
35.0
35.0
35.0
30.0
13.1
Total Split (s)
35.0
35.0
35.0
30.0
25.0
Total Split (%)
38.9%
38.9%
39%
33%
28%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
1.5
1.5
1.5
2.4
3.1
Lost Time Adjust (s)
0.0
0.0
Total Lost Time (s)
6.5
6.5
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
Min
None
None
Act Effct Green (s)
20.0
20.0
37.8
71.7
Actuated g/C Ratio
0.28
0.28
0.53
1.00
v/c Ratio
0.25
0.33
0.10
0.08
Control Delay (s/veh)
22.3
5.5
9.9
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.3
5.5
9.9
0.0
LOS
C
A
A
A
Approach Delay (s/veh)
12.2
3.9
Approach LOS
B
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 71.7
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.44
Intersection Signal Delay (s/veh): 7.2
Intersection LOS: A
Intersection Capacity Utilization 44.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
128
192
184
291
v/c Ratio
0.25
0.33
0.10
0.08
Control Delay (s/veh)
22.3
5.5
9.9
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.3
5.5
9.9
0.0
Queue Length 50th (ft)
43
0
24
0
Queue Length 95th (ft)
86
39
41
0
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
741
745
1887
3382
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.17
0.26
0.10
0.09
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
Existing PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Capacity Analysis
HCM 7th Edition methodology does not support clustered intersections.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
D
Appendix D – Trip Generation
Trip Generation, 11th Edition Calculations
130
Industrial Park
Rate
% In
% Out
Rate
% In
% Out
Rate
% In
% Out
Total
In
Out
Total
In
Out
Total
In
Out
130
675.5
1000 Sq. Ft.
GFA
3.37
50%
50%
0.34
81%
19%
0.34
22%
78%
2,277
1,139
1,138
230
186
44
230
51
179
Average
130
675.5
1000 Sq. Ft.
GFA
1.41
50%
50%
0.06
81%
19%
0.09
22%
78%
953
477
476
41
33
8
61
13
48
Minimum
130
675.5
1000 Sq. Ft.
GFA
14.98
50%
50%
2.13
81%
19%
2.85
22%
78%
10,119
5,060
5,059
1,439
1,166
273
1,926
424
1,502
Maximum
Equation
% In
% Out
Equation
% In
% Out
Equation
% In
% Out
Total
In
Out
Total
In
Out
Total
In
Out
130
675.5
1000 Sq. Ft.
GFA
Ln(T)=0.52Ln(X)+4.45
50%
50%
N/A
N/A
N/A
N/A
N/A
N/A
2,535
1,268
1,267
N/A
N/A
N/A
N/A
N/A
N/A
Equation
2.60
0.33
0.36
27
34
35
762
956
899
0.58
N/A
N/A
Weekday
AM Peak Hour
PM Peak Hour
Industrial Park
Industrial Park
Land Use
ITE
Code
Qty
Unit
Weekday
AM Peak Hour
PM Peak Hour
Industrial Park
Land Use
ITE
Code
Qty
Unit
Weekday
AM Peak Hour
PM Peak Hour
Weekday
AM Peak Hour
PM Peak Hour
Industrial Park
Industrial Park
R2
Standard Deviation
Number of Studies
Average Size
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
E
Appendix E – MAG Socioeconomic
Projections
Total Population
2022
2030
2040
2050
RAZ
County
Maricopa Association of Governments
Table 4: Population by Regional Analysis Zone (RAZ) by MPA
July 1, 2020, 2022 and Projections July 1, 2030 to July 1, 2060
2060
2020
Gilbert MPA
Maricopa
79,515
69,642
71,276
73,517
311
79,903
69,411
Maricopa
38,700
34,719
37,361
37,735
312
38,794
33,899
Maricopa
56,183
50,126
54,807
55,829
318
56,195
47,594
Maricopa
93,671
81,684
88,273
90,087
319
93,976
78,161
Maricopa
55,868
45,035
49,913
54,426
329
56,256
43,314
323,937
281,206
301,630
311,594
325,124
Total
272,379
Glendale MPA
Maricopa
50,144
47,901
48,910
49,860
222
50,408
47,229
Maricopa
47,488
43,950
46,828
47,339
240
47,627
43,470
Maricopa
29,298
15,963
25,521
28,608
254
29,460
14,461
Maricopa
27,967
21,628
26,112
27,621
255
28,157
19,612
Maricopa
87,370
55,426
67,618
81,939
257
88,010
52,362
Maricopa
110,903
106,175
108,565
109,980
258
111,284
105,065
353,170
291,043
323,554
345,347
354,946
Total
282,199
Goodyear MPA
Maricopa
52,679
41,993
48,211
51,222
265
53,412
37,748
Maricopa
90,433
49,944
76,288
87,075
280
92,968
46,160
Maricopa
58,251
16,790
34,171
50,615
302
61,535
15,502
Maricopa
39,666
361
6,307
20,913
323
68,609
350
Maricopa
142
142
142
142
373
142
142
241,171
109,230
165,119
209,967
276,666
Total
99,902
Guadalupe MPA
Maricopa
5,665
5,333
5,424
5,625
307
5,670
5,326
5,665
5,333
5,424
5,625
5,670
Total
5,326
Litchfield Park MPA
Maricopa
14,286
13,443
14,181
14,279
266
14,320
13,280
14,286
13,443
14,181
14,279
14,320
Total
13,280
Maricopa MPA
Pinal
117,432
64,928
91,824
106,902
399
127,948
58,794
Pinal
5,349
2,410
3,759
4,638
400
6,530
1,990
Pinal
14,931
923
1,479
6,984
403
21,217
908
Pinal
3,677
3,285
3,476
3,652
404
4,155
3,149
141,389
71,546
100,538
122,176
159,850
Total
64,841
18
Source: Maricopa Association of Governments (MAG) Socioeconomic Projections of Population and Employment by Municipal Planning Area
(MPA) and Regional Analysis Zone (RAZ), June 2023
For explanation of variables and complete notation on this series, please refer to the Notes and Caveats in Appendix A.
Notes: These projections include both the Maricopa County and Pinal County portions for Apache Junction, Queen Creek, and the Gila River
Indian Community. Peoria and Wickenburg include only the Maricopa County portion. Unincorporated Pinal County only includes portions in the
MAG planning area.
For data on jurisdictions outside of the MAG planning area, please contact Central Arizona Governments.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
F
Appendix F – Surrounding Area
Development TIAs
Peoria & Sarival
SWC Peoria Avenue and Sarival Avenue
Traffic Impact Analysis
Glendale, Arizona
August 2024
First Submittal: May 2024
PREPARED FOR:
CVL Consultants, Inc.
PREPARED BY:
Y2K Engineering, LLC.
Project No. 24-032
Contact: Denise Baker, PhD, PE, RSP1; dbaker@y2keng.com
1921 S. Alma School Rd, Ste 204, Mesa, AZ 85210
info@y2keng.com
480.696.1701
Notes:
1. ADOT does not support the intersection designs or traffic signal location at Peoria Ave/ 165th Ave as
they do not meet our design guidelines. However, we understand this is within the jurisdiction of the City
of Glendale and will therefore accept the TIA noting the concern.
2. We recommend providing three lane approaches for NB 165th Ave at Peoria Ave to increase flexibility
of the intersection and allow maximizing the green time to EB/ WB Peoria Ave
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
13
This study assumes full buildout in 2026 for the sake of analysis. Several adjacent developments in the
surrounding area are planned to be constructed in the near future; as part of their construction, half-street
or full roadway improvements are anticipated to be constructed on the surrounding roadway network. The
site plan is depicted in Figure 5 while a detailed site plan is provided in Appendix D.
Figure 5: Site Plan
TRIP GENERATION
The trip generation for the project was estimated using the Institute of Transportation Engineers’ (ITE) Trip
Generation Manual, 11th Edition. ITE’s Trip Generation Manual contains data collected by various
transportation professionals for a wide range of different land uses. The data summarized in the manual
includes average rates and equations that have been established correlating the relationship between an
independent variable that describes the development size and the generated trips for each categorized
land use.
ITE Land Use Code (LUC) 150, Warehousing, and ITE LUC 821, Shopping Plaza (40-150k) No Supermarket,
were applied for this study. The estimated trips of the site at full build-out are summarized in Table 6.
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
14
Table 6: Trip Generation of Site at Build-Out
The project is anticipated to generate a total of 5,532 daily trips (entering and exiting), 240 trips during the
AM peak hour, and 447 trips during the PM peak hour. The greatest hourly entering volume occurs during
the PM peak hour, when 190 entering trips are anticipated.
TRIP DISTRIBUTION AND ASSIGNMENT
The generated trips for the proposed development were distributed and assigned to the surrounding street
system based on existing traffic patterns, volumes, surrounding roadway network, and proximity to nearby
residential areas.
The industrial and retail distributions are shown in Figure 6 and Figure 7, respectively. The trips were
assigned to the study intersections based on the trip generation and distribution, as shown in Figure 8 and
Figure 9.
Figure 6: Industrial Trip Distribution
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
15
Figure 7: Retail Trip Distribution
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
16
Figure 8: Industrial Trip Assignment
Figure 9: Retail Trip Assignment
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
17
FUTURE TRAFFIC
ANNUAL GROWTH RATE
The City of Glendale is experiencing rapid growth, particularly in the vicinity of the site. This study
incorporates the projected traffic volumes for numerous nearby sites as part of background traffic. Due to
the intensity of the adjacent development traffic, a 1.5% growth rate was included in this analysis to
account for any growth beyond what is accounted for in the adjacent development analysis.
ADJACENT DEVELOPMENT TRAFFIC
A total of twelve (12) sites were included in this analysis to establish more-realistic background traffic
volumes. A schematic of the 12 future development sites is shown in Figure 10.
Traffic Impact Analysis reports (TIAs) were obtained for eight (8) sites planned to begin construction in the
near future. Key excerpts are provided in Appendix E. These include:
1. Cactus 303/Thompson Thrift
2. Home Depot
3. Sycamore Farms (overall)
4. Sterling Grove
5. LIV Surprise – This TIA assignment included an assumed distribution and assignment for the Grove
Surprise development located immediately west of the site.
6. Parkway 303 West
7. Sycamore Farms Parcels 5 and 6 (Sycamore Garcia)
8. Carioca Gas Station
Approximately four (4) sites did not have a formal TIA submitted. The trips were estimated based on
information provided in the Glendale Zoning Map and Maricopa County Parcel Assessor Map, as well as
information provided by the City of Surprise as part of a separate project in September 2023. A trip
generation was prepared for each parcel, assumptions were made regarding driveways and access
management, and an assumed distribution and assignment was created for each parcel. These include:
9. Lowes Home Improvement Center
10. Sycamore Farms Apartments
11. NEC Sarival & Peoria Ave
12. Walmart Supercenter – 181,300 square feet
Figures depicting the assignment traffic volumes at the study intersections are provided in Appendix E.
Relevant trip generation tables and distributions are also included.
All developments are assumed to be constructed by project buildout in order to create an apples-to-apples
assessment of traffic impacts without and with the Peoria and Sarival site. The combined adjacent
development site traffic for 2026 is provided in Figure 11.
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
18
Figure 10: Location of Surrounding Developments
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
24
for the retail and industrial buildings, a proportional share calculation was evaluated to determine an
appropriate contribution amount.
To determine appropriate contribution amounts, peak hour site traffic at the intersections of Peoria
Avenue/Sarival Avenue and 165th Drive (Driveway D)/Peoria Avenue have been evaluated as a proportion
of the total peak hour traffic. The results of those calculations are shown in Table 8.
Table 8: Traffic Signal Contributions
2031 AM + PM
Total Traffic
2031 AM + PM
Site Traffic
% Site / Total Traffic
Proposed
Contribution
Peoria & Sarival
5,577
331
5.93%
6%
Driveway D & Peoria
4,553
308
6.76%
7%
The site is anticipated to contribute 6% of the traffic at the intersection of Peoria Avenue/Sarival Avenue
and 7% of the traffic at Driveway D/Peoria Avenue. Based on feedback from the City of Glendale, the site
will be expected to contribute 25% towards the cost of the Peoria Avenue/Sarival Avenue signal.
FUTURE ROADWAY IMPROVEMENTS
Due to the numerous surrounding developments planned for construction in the near future, several
roadway improvements are anticipated in the project vicinity. As this study evaluates the future years of
2026 and 2031, and all adjacent developments are assumed to be complete by 2026 to provide an apples-
to-apples comparison of traffic impacts without and with the site, the improvements were assumed to be
complete by 2026. The following improvements are anticipated:
➢ Loop 303 SB Ramp/Peoria Avenue
o By Others:
▪
Provide a second westbound left-turn lane
▪
Provide three additional eastbound through lanes (one of which will
become a left-turn lane at the NB Ramp)
▪
Restripe the SB through lane to be a shared through/right-turn lane to
serve the high right-turn volumes
➢ Loop 303 NB Ramp/Peoria Avenue
o By Others:
▪
Provide a second eastbound left-turn lane
▪
Provide three additional westbound through lanes (one of which will
become a left-turn lane at the SB Ramp)
▪
Restripe the NB through lane to be a shared left-turn/through lane to
serve the high left-turn volumes
➢ Peoria Avenue/Sarival Avenue
o By Others:
▪
Provide a designated northbound and southbound right-turn lane
▪
Restripe the existing westbound dropped right-turn lane to a shared
through/right-turn lane
▪
Signalize the intersection by 2026. Per City of Glendale, the Peoria and
Sarival site may provide a 25% contribution towards the cost
o By Peoria and Sarival Site:
▪
Provide a second eastbound through lane
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
25
▪
Provide a dropped eastbound right-turn lane (to maintain connectivity
with the roadway east of Sarival Avenue)
➢ Driveway A/Sarival Avenue
o By Peoria and Sarival Site:
▪
Provide a second southbound through lane along project frontage
▪
Provide a designated southbound right-turn lane
▪
Improve the eastbound approach with separate left- and right-turn lanes,
and install a stop sign
➢ Driveway B/Sarival Avenue
o By Others:
▪
Provide a designated northbound right-turn lane
▪
Provide separate left- and right-turn lanes on the westbound approach, as
well as a stop sign
o By Peoria and Sarival Site:
▪
Provide a second southbound through lane along project frontage
▪
Provide a designated southbound right-turn lane
▪
Improve the eastbound approach with a right-turn lane, and install a stop
sign
➢ Driveway C/Sarival Avenue
o By Others:
▪
Construct a second and third westbound through lane
o By Peoria and Sarival Site:
▪
Provide a second and third eastbound through lane along project frontage
▪
Provide a designated westbound left-turn lane within the future raised
median
▪
Provide a designated eastbound right-turn lane
▪
Improve the northbound approach with a right-turn lane, and install a stop
sign
➢ Driveway D (165th Drive)/Peoria Avenue
o By Others:
▪
Improve the eastbound and westbound approaches with a second and
third through lane, a designated left-turn lane in the future raised median,
and a designated right-turn lane
▪
Improve the northbound and southbound approaches with a left-turn lane
▪
Monitor traffic volumes as growth continues and signalize the
intersections when warrants are met, preliminarily anticipated to be met
in 2026 with background traffic volumes. The Peoria and Sarival site may
provide a proportional contribution towards the cost
The assumed cross sections and lane configurations at the study intersections in both 2026 and 2031 are
depicted in Figure 16. These include the results of the TSWA, the assumed improvements by others in the
area, and the known improvements by the Peoria and Sarival site.
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
26
Figure 16: Assumed Lane Configuration for Analysis
FUTURE TRAFFIC ANALYSES
Level-of-service (LOS) analyses were prepared for the AM and PM peak hours for the study intersections
utilizing Synchro 11 software. Conditions were analyzed for the 2026 opening year and 2031 horizon year
without and with traffic from the proposed Peoria and Sarival development. The level of service criteria, as
stated in the Highway Capacity Manual, is provided in Table 4.
2026 OPENING YEAR
The 2026 opening year was evaluated under background traffic conditions and with site traffic, which is
assumed to include full-buildout of the Peoria and Sarival development. The assumed lane configuration
utilized for analysis is shown in Figure 16 above.
The 2026 LOS analysis is summarized in Table 9 and Synchro reports are included in Appendix G.
As shown in Table 9, all movements at the study intersections are projected to operate at acceptable LOS
(LOS D or better) under 2026 background and 2026 total conditions.
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
31
on the east side of Sarival Avenue) is anticipated to extend 125 feet. Considering the close proximity of the
two movements, there is the potential for left-turn overlap and potential collisions. Consideration should
be given to restricting southbound left-turn movements at Driveway B.
The eastbound left-turn queue at Peoria Avenue/Sarival Avenue is anticipated to extend 300 feet. The
westbound left-turn queue at Driveway C/Peoria Avenue is anticipated to extend 75 feet, although a 160-
foot turn lane will need to be constructed to satisfy Surprise requirements (per City of Surprise input). It is
advised to construct the 300-foot eastbound left-turn lane at Peoria Avenue/Sarival Avenue with back-to-
back tapers to maximize the available space.
Per City of Surprise feedback, Peoria Avenue will facilitate three lanes in each direction at full buildout.
However, the roadway only provides a five-lane cross section east of Sarival Avenue. In order to maintain
proper connectivity in the eastbound direction on Peoria Avenue, the outside eastbound through lane
along project frontage may need to become a dropped right-turn lane at the intersection of Peoria
Avenue/Sarival Avenue.
MITIGATION AND RECOMMENDATIONS
All movements at the study intersections are projected to operate with sufficient LOS without and with the
proposed Peoria and Sarival site.
However, there is potential for left-turn overlap between the Driveway B intersection and the signalized
Peoria Avenue/Sarival Avenue intersection. This site anticipated limiting Driveway B to right-in/right-out
movements due to the close proximity (approximately 400 feet center-to-center). However, the future
Carioca gas station on the east side of Sarival Avenue anticipated constructing two full-access driveways on
Sarival Avenue (one aligning with Driveway B). Considering the northbound left-turn queues at Peoria
Avenue/Sarival Avenue, and the southbound left-turn queues at Driveway B (Carioca Driveway), it is
recommended to restrict the gas station driveway to right-in/right-out movements. Left-turning traffic may
use the other full-access driveway on the south side of the gas station parcel without incurring adverse
consequences to the roadway network.
Based on traffic signal warrant analysis calculations, the intersection of Peoria Avenue/Sarival Avenue
currently meets traffic signal warrants with existing volumes. Signal warrants are anticipated to be satisfied
with 2026 background volumes at Driveway B (165th Drive)/Peoria Avenue.
The recommended lane configurations are consistent with the modeled lane configurations for level of
service analysis. The recommended lane configuration are shown again in Figure 17 for reference.
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
32
Figure 17: Recommended Lane Configuration
PRINCIPAL FINDINGS
TRIP GENERATION
➢ The project is anticipated to generate a total of 5,532 daily trips (entering and exiting), 240 trips
during the AM peak hour, and 447 trips during the PM peak hour. The greatest hourly entering
volume occurs during the PM peak hour, when 190 entering trips are anticipated
SITE ACCESS
➢ One full-access driveway (Driveway A) and one right-in/right-out access (Driveway B) are proposed
on Sarival Avenue approximately 1,240 feet and 400 feet south of Peoria Avenue, respectively. In
the future, Driveway A is anticipated to become a shared access with the parcel south of the site
once the southern parcel is developed (no construction timeline is known at this time). Driveway B
is anticipated to align with a future Carioca Gas Station driveway on the east side of Sarival Avenue.
➢ One three-quarter access (Driveway C) is proposed on Peoria Avenue approximately 640 feet west
of Sarival Avenue. A full-access driveway is anticipated to be constructed at the 165th Drive
alignment as part of adjacent developments, notably from the parcel immediately west of the site
owned by Walmart. The alignment is expected to be east of ADOT ROW (approximately 0.21 miles
east of Sarival Avenue) and will be operated by City of Surprise and City of Glendale.
Peoria & Sarival – Glendale, AZ
Traffic Impact Analysis
33
TRAFFIC SIGNAL WARRANT ANALYSIS
➢ Traffic signal warrants #1 and #2 were evaluated at Peoria Avenue/Sarival Avenue and Driveway D (165th
Drive)/Peoria Avenue.
➢ Signal warrants are met with existing 2024 traffic volumes at Peoria Avenue/Sarival Avenue.
➢ Signal warrants are anticipated to be met in the 2026 background traffic conditions at Driveway D (165th
Drive)/Peoria Avenue based on background traffic without the site.
➢ Based on input from the City of Glendale, a proportional share towards the cost of installing the traffic
signals may be necessary from the site. Calculations indicate the site contributes 6% towards the traffic
at Peoria Avenue/Sarival Avenue and 7% towards the traffic at Driveway D (165th Drive)/Peoria Avenue.
A contribution amount of a similar value may be appropriate.
➢ As the site is on the southwest corner of Peoria Avenue/Sarival Avenue, the City of Glendale has stated
they would expect the site to contribute 25% towards the cost of the signal at Peoria Avenue/Sarival
Avenue.
ROADWAY IMPROVEMENTS
➢ A total of twelve (12) adjacent developments were included in analysis as part of background traffic
volumes. Overall, the surrounding roadway network is anticipated to be improved as part of the
developments constructing half-street improvements.
➢ Both Peoria Avenue and Sarival Avenue are anticipated to provide three lanes in each direction with the
improvements.
LEVEL OF SERVICE ANALYSIS
➢ The study intersections were analyzed under existing traffic conditions as well as the 2026 opening year
and 2031 horizon year.
➢ In 2024 existing condition, all movements at the existing study intersections operate at or above LOS D.
➢ Under 2026 and 2031 background and total conditions, all movements are projected to continue
operating at sufficient LOS.
TURN LANE ANALYSIS
➢ The City of Glendale requires a dedicated right-turn lane at all site access points. A center two-way left-
turn lane currently exists on Sarival Avenue to facilitate access for Driveway A, and a left-turn lane will
need to be cut into the future raised median on Peoria Avenue to facilitate access for Driveways C and
D.
RECOMMENDATIONS
➢ Construct dedicated right-turn lanes at the site access points. Driveways C and D (165th Drive) on Peoria
Avenue will require 160 feet of storage and a 100-foot taper to meet City of Surprise guidelines.
Driveways A and B on Sarival Avenue will require 150 feet of storage and a 100-foot taper to meet City
of Glendale guidelines. The center two-way left-turn lane on Sarival Avenue is anticipated to adequately
facilitate access at Driveway A, and a westbound left-turn lane will need to be constructed at Driveway
C with 160 feet of storage.
➢ Consideration should be given to making the Carioca Gas Station driveway that aligns with Driveway B
into a right-in/right-out only access point. Due to the northbound left-turn queues anticipated at Peoria
Avenue/Sarival Avenue and the southbound left-turn queues anticipated at the driveway, there is
potential for left-turn overlap due to the close proximity. The Carioca Gas Station proposes another full-
access driveway on Sarival Avenue at the south side of the parcel, which would be expected to
adequately handle the left-turning traffic.
Traffic Impact Analysis
2nd Submittal
Northeast Corner of Cotton Lane
and Peoria Avenue
in Surprise, Arizona
February 2022
Project No. 21-1010
Prepared For:
Liv Communities
1600 S. Beacon Blvd., Suite 260
Grand Haven, Michigan 49417
For Submittal to:
City of Surprise
City of Glendale
MCDOT
ADOT
Prepared By:
10605 North Hayden Road Suite 140
Scottsdale, Arizona 85260
480-659-4250
Liv
Surprise
FS21-882
LIV SURPRISE
TRAFFIC IMPACT ANALYSIS
2ND SUBMITTAL
Northeast Corner of Cotton Lane and
Peoria Avenue in Surprise, Arizona
Prepared for:
Liv Communities
1600 South Beacon Boulevard, Suite 260
Grand Haven, Michigan 49417
For Submittal to:
City of Surprise
Prepared by:
CivTech Inc.
10605 North Hayden Road, Suite 140
Scottsdale, Arizona 85260
Office:480-659-4250
Fax: 480-659-0566
info@civtech.com
February 2022
CivTech Project No. 21-1010
Liv Surprise – Surprise, Arizona
Traffic Impact Analysis, 2nd Submittal
6
February 2022
FS21-882
INTRODUCTION
Liv Communities proposes a two-part residential development, with Liv Surprise, a multifamily
residential development, and an adjacent undefined multifamily residential development, on
approximately 19.69 net acres and located on the northeast corner of Cotton Lane and Peoria
Avenue in the City of Surprise, Arizona. The existing land is currently utilized for agricultural and
equestrian purposes. The proposed Liv Surprise development will provide approximately 252
dwelling units (DUs) of apartments, while the adjacent development is anticipated to provide
approximately 63 DUs of multifamily residential. This study includes the adjacent multifamily in the
analysis; although without a site plan available. Three (3) site access points are proposed: One (1)
main driveway on Peoria Avenue providing 3/4 access (right-in, right-out, and left-in, with no
left-out), one (1) right-in/right-out driveway on Cotton Lane (to the adjacent future development),
and one (1) exit only driveway on a new north-south road on the east side of the project,
approximately ¼-mile east of Cotton Lane. The vicinity of the site is provided in Figure 1.
CivTech, Inc. has been retained by Liv Communities to perform the traffic impact analysis (TIA) for
the proposed development. The purpose of this assessment is to address the traffic and
transportation impacts of the proposed development on the surrounding streets and intersections.
STUDY REQUIREMENTS
The project is located in the City of Surprise. Peoria Avenue in the project vicinity is a Maricopa
County Department of Transportation (MCDOT) facility. Immediately south of Peoria is the City of
Glendale. State Route 303L (SR-303L), an Arizona Department of Transportation (ADOT) facility, is
in the study area.
This study analyzes the traffic impact due to the proposed complex on the surrounding street
network. The study has been prepared in conformance with the City of Surprise Engineering
Development Standards, Chapter 4 Traffic Engineering Standards, the Traffic Impact Study Manual
prepared by the Maricopa County Department of Transportation (MCDOT) in May 2017, and ADOT’s
Traffic Engineering Guidelines and Processes (TGP 240) on traffic studies. The City of Glendale does
not have explicit guidelines for the preparation of a Traffic Impact Study (TIS) and follows the
MCDOT requirements. The specific objectives of the study are:
To determine whether the planned street system in the vicinity of the site is adequate to
accommodate the increased traffic that results from the proposed development.
To recommend additional street improvements or traffic control devices, where necessary, to
mitigate the additional site-generated traffic.
STUDY AREA
The study area has been defined as including the following intersections:
Cotton Lane and Peoria Avenue
Loop 303 and Peoria Avenue TI (Northbound)
Loop 303 and Peoria Avenue TI (Southbound)
Liv Surprise – Surprise, Arizona
Traffic Impact Analysis, 2nd Submittal
16
February 2022
FS21-882
PROPOSED DEVELOPMENT
PROPOSED PROJECT
Liv Surprise proposes approximately 315 dwelling units (DUs) of multifamily residential, with 63 of
the DUs as build-to-rent (BTR) townhomes and 252 of the DUs as apartments.
SITE LOCATION
The proposed Liv Surprise project would span three (3) parcels, on approximately 19.69-acres of
land, located on the northeast corner of Cotton Lane and Peoria Avenue in the City of Surprise,
Arizona.
SITE ACCESS
There are a total of three (3) proposed access points.
Access A – is anticipated to be a right-in/right-out access located on Cotton Lane was
assumed to be approximately 560-feet north of Peoria. This access point will be limited to
use by only the adjacent multifamily residential.
Access B – is anticipated to be the main entrance with ¾ access (right-in, right-out, and
left-in, with no left-out) located on Peoria Avenue approximately 660-feet east of Cotton
Lane. This access point will be limited to use by only the Liv Surprise development.
Access C – is anticipated to be an exit only access located on a future north-south collector
roadway approximately 450-feet north of Peoria Avenue. This access point will be limited to
use by only the Liv Surprise development.
The proposed development site plans are provided in Figure 4.
Figure 4: Site Plan and Access
Liv Surprise - Traffic Impact Analysis
CivTech
NORTH
A
B
C
Liv Surprise – Surprise, Arizona
Traffic Impact Analysis, 2nd Submittal
18
February 2022
FS21-882
TRIP GENERATION
The potential trip generation for the proposed development was estimated utilizing the Institute of
Transportation Engineers (ITE) Trip Generation Manual, 10th Edition and Trip Generation Handbook,
3rd Edition. The ITE Trip Generation Manual contains data collected by various transportation
professionals for a wide range of different land uses. The data are summarized in the report and
average rates and equations have been established that correlate the relationship between an
independent variable that describes the development size and generated trips for each categorized
land use. The report provides information for daily and peak hour trips. ITE’s land use code (LUC)
220, Multifamily Housing (Low-Rise) was used for the 63 dwelling units (DUs) of adjacent
multifamily residential and the LUC 221 Multifamily Housing (Mid-Rise) was used for the 252 DUs of
apartments.
The anticipated trip generation is summarized in Table 5. Detailed trip generation calculations are
provided in Appendix E.
Table 5 – Trip Generation Calculations
ITE
Land Use
AM Distribution
PM Distribution
Land Use
Code
Name
Quantity Units
In
Out
In
Out
Multifamily
220 Multifamily Housing (Low-Rise)
63 DUs
23%
77%
63%
37%
Apartments
221
Multifamily Housing (Mid-Rise)
252 DUs
26%
74%
61%
39%
ADT
AM Peak Hour
PM Peak Hour
Land Use
Avg.
Rate
Total
Avg.
Rate
In
Out
Total
Avg.
Rate
In
Out
Total
Multifamily
6.88
436
0.49
7
24
31
0.62
25
14
39
Apartments
5.44
1,372
0.34
22
63
85
0.43
66
42
108
Total
1,808
29
87
116
91
56
147
The proposed development is anticipated to generate 1,808 weekday daily trips, with 116 trips
during the AM peak hour (29 in/87 out), and 147 external trips during the PM peak hour (91 in/56
out).
VEHICLE TRIP DISTRIBUTION AND ASSIGNMENT
A single trip distribution pattern was assumed for the proposed development. It is expected that
the proposed development will generate trips based on future employment/population within a 5-
mile radius of the site. Future total employment within a 5-mile radius of the site, as projected by
the 2030 socio-economic data compiled by the Maricopa Association of Governments (MAG), was
used as a basis to estimate trip distribution. The resulting trip distribution percentages for the study
area are shown in Table 6. The trip distribution calculations are included in Appendix F.
Liv Surprise – Surprise, Arizona
Traffic Impact Analysis, 2nd Submittal
19
February 2022
FS21-882
Table 6 – Site Trip Distribution
Direction (To/From)
Percentage
North on Cotton Lane (north of Peoria Avenue)
14%
South on Cotton Lane (south of Peoria Avenue)
7%
East on Peoria Avenue (east of Cotton Lane)
20%
West on Peoria Avenue (west of Cotton Lane)
2%
North on Loop 303 (north of Cactus Road)
30%
South on Loop 303 (south of Olive Avenue)
27%
Total
100%
Figure 5 illustrates the trip distribution percentages noted in Table 6 on the roadway network
within the study area. The percentages presented in Figure 5 were applied to the site trips
generated to determine the AM and PM peak hour site traffic at the intersections within the study
area. Figure 6 presents the resulting site generated traffic for the proposed development.
Peoria Ave.
Cotton Ln.
Collector Rd.
SITE
Figure 5: Trip Distribution
Liv Surprise - Traffic Impact Analysis
CivTech
2%
27%
7%
30%
20%
14%
Trip Distribution by Percentage
LEGEND
NORTH
XX%
0(0)
2(1)
23(24)
!!!!!!!!!!!"
9(27)
0(0)
0(0)
!!!!!!!!!!!"
0(0)
0(0)
0(0)
!!!!!!!!!!!"
0(1)
14(25)
0(0)
0(0)
26(17)
0(0)
0(1)
1(1)
44(28)
14(43)
17(11)
6(18)
0(0)
4(3)
23(15)
0(0)
0(0)
0(0)
0(0)
0(2)
2(5)
0(0)
0(0)
0(0)
8(25)
0(0)
0(0)
Cotton Ln. & Peoria Ave.
Loop 303 & Peoria Ave. TI (Southbound)
Loop 303 & Peoria Ave. TI (Northbound)
3(2)
0(0)
49(32)
!!!!!!!!!!!"
0(0)
25(25)
0(0)
!!!!!!!!!!!"
12(8)
0(0)
0(0)
!!!!!!!!!!!"
0(0)
0(0)
0(0)
23(14)
5(15)
17(51)
18(11)
22(70)
0(0)
0(0)
18(11)
8(21)
0(0)
0(0)
0(0)
0(0)
0(0)
0(0)
0(0)
0(0)
0(0)
0(0)
9(6)
7(25)
0(0)
0(0)
0(0)
Collector Rd. & Peoria Ave.
Cotton Ln. & Access A
Access B & Peoria Rd.
0(0)
0(0)
0(0)
!!!!!!!!!!!"
0(0)
0(0)
0(0)
0(0)
51(34)
0(0)
0(0)
0(0)
0(0)
Collector Rd. & Access C (Exit Only)
Peoria Ave.
Cotton Ln.
Collector Rd.
SITE
2
3
1
A
B
4
C
Figure 6: Site Generated Traffic Volumes
Liv Surprise - Traffic Impact Analysis
CivTech
2
1
4
3
C
A
B
NORTH
Legend
XX(XX) - AM (PM) Peak Hour Traffic Volumes
- ADTs Bi-Directional
622
126
36
895
X,XXX
Revised Traffic Impact Analysis
12
Parkway 303 West - Olive Avenue/Cotton Lane
PARKWAY 303 WEST
OLIVE AVENUE/COTTON LANE
REVISED TRAFFIC IMPACT ANALYSIS
Project Description
Suburban Land Reserve, Inc. is proposing a new industrial development on the northeast
corner of Olive Avenue/Cotton Lane in Glendale, Arizona. The vicinity of the project is
shown in Figure 1. The site will be located as shown in Figure 2. The proposed
development will consist of 3,484,800 square feet of industrial park space and 84,000
square feet of shopping center space. The development will be served by thirteen proposed
access points.
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 seven existing intersections and thirteen 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.
• Conduct traffic signal warrant analyses at the intersections of Peoria Avenue/Cotton
Lane, Cheryl Drive/Cotton Lane, Mountain View Road/Cotton Lane, Hatcher
Road/Cotton Lane, Northern Avenue/Cotton Lane, and 169th Avenue/Peoria Avenue.
• Perform a crash analysis to identify any specific crash trends within the study area.
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.
EV
EV
EV
EV
EV
EV
EV EV EV EV EV EV
A
883,000 S.F.
1680'
LANDSCAPE / RETENTION
OPT. SPORTS
COURT
SITE AREA: 58.2 AC
EV
EV
EV
EV
EV
EV
EV EV EV EV EV EV
PR
30 @ 56'
R E T E N T I O N
8 @ 50'
FUTURE DEVELOPMENT
(OPTIONAL TANDEM TRAILER PARKING WITH UNDERGROUND RETENTION)
OFFICE
POTENTIAL
OFFICE
POTENTIAL
EXISTING
ZONING:
RU-43
EXISTING
ZONING:
PAD
ZONING: HI-PAD
F.F.=92.50
B
1,080,000 S.F.
D
492,000 S.F.
C
492,000 S.F.
L A N D S C A P E / R E T E N T I O N
L A N D S C A P E / R E T E N T I O N
40'
P R I V A T E D R I V E
40'
30'
119 TRAILER STALLS
L A N D S C A P E / R E T E N T I O N
48 TRAILER STALLS
48 TRAILER STALLS
119 TRAILER STALLS
R E T E N T I O N
R E T E N T I O N
R E T E N T I O N
L A N D S C A P E / R E T E N T I O N
R E T E N T I O N
R E T E N T I O N
15 @ 56'
33 @ 56'
LS / RET
L A N D S C A P E / R E T E N T I O N
40' P R I V A T E D R I V E
48 TRAILER STALLS
48 TRAILER STALLS
APS
SUBSTATION
20.0 AC.
(NOT-A-PART)
15 @ 56'
EXISTING
ELECT. POLES
824.99'
PROPOSED APS
BOUNDARY
P R I V A T E D R I V E
30'
65.6 AC
399 SPACES
445 SPACES
9 @ 50'
40'
P R I V A T E D R I V E
234 SPACES
9 @ 50'
OPTION TO
COMBINE
BUILDINGS =
1,080,000 S.F.
34.3 AC
31.7 AC
9 @ 50'
406 SPACES
405 SPACES
245 SPACES
1140.46'
30'
L A N D S C A P E / R E T E N T I O N
L A N D S C A P E / R E T E N T I O N
794.73'
712.97'
222.24'
131.34'
70'
1303'
660'
660'
660'
660'
394'
360'
1320'
1320'
1330'
40'
100'
EXIST.
ELECT.
EASE.
MOUNTAIN VIEW RD.
HATCHER RD.
FUTURE ROAD ALIGNMENT
FUTURE ROAD ALIGNMENT
537'
PROPOSED
65' R.O.W
APS
SUBSTATION
20.0 AC.
(NOT-A-PART)
EXISTING
ELECT. POLES
100'
EXIST.
ELECT.
EASE.
824.99'
PROPOSED APS
BOUNDARY
P R I V A T E D R I V E
1140.46'
95'
20'
L.S.
794.73'
712.97'
222.24'
131.34'
270'-9"
40'
40'
FUTURE ROAD ALIGNMENT
CHERYL DRIVE
289'
287'
100'
EXIST.
UTIL.
EASE.
30'
30'
65'
PROP
ROW
52'
40'
EXISTING
ZONING:
RU-43
EXISTING
ZONING:
PAD
183'
779,875 S.F.
570'
E
537,800 S.F.
55 TRAILER STALLS
18 @ 56'
37.4 AC
8 @ 50'
520'
60'
50'
60'
LS / RET
1008'
OFFICE
OFFICE
73 TRAILER STALLS
LS / RET
245 SPACES
30'
36' P R I V A T E D R I V E
36' P R I V A T E D R I V E
TEMPORARY 50' DRAINAGE CHANNEL
MONUMENT
SIGN
8' TALL
MASONRY
WALL
FUTURE
MON. SIGN
P R I V A T E D R I V E
40' PRIVATE DRIVE
P R I V A T E D R I V E
EXISTING ROAD
TO REMAIN AS IS
SITE LIGHT
(REF. SL-1)
3' TALL
MASONRY
SCREEN
WALL
UP TO 40,000 S.F. BUILDING ENVELOPE
UP TO 10,000 S.F.
BUILDING ENVELOPE
UP TO 10,000 S.F.
BUILDING ENVELOPE
UP TO 8,000
S.F.
BUILDING
ENVELOPE
COMMERCIAL DEVELOPMENT BY OTHERS
SHOPPING CENTER
COTTON LANE
PEORIA AVE.
OLIVE AVE.
COTTON LANE
N
SCALE: 1" = 200'
0
100'
200'
400'
SWC Loop 303 & Peoria Ave.
Glendale, Arizona
21018_ST24
07.18.22
CONSTRUCTION
PRELIMINARY
NOT FOR
CONCEPTUAL MASTER SITE PLAN
PARKWAY 303 WEST
OPTION 'A'
Revised Traffic Impact Analysis
18
Parkway 303 West - Olive Avenue/Cotton Lane
Weekday 24-hour intersection approach counts were also collected at Peoria
Avenue/Cotton Lane and Northern Avenue/Cotton Lane. Weekday 24-hour bi-directional
traffic volume counts were taken on Cotton Lane between Peoria Avenue and Olive (at the
Mountain View Road alignment) and on Peoria Avenue between Cotton Lane and Loop
303.
All traffic counts were collected at the end of 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 A.
The Maricopa Association of Governments (MAG) has been 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%.
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.
Access
The adjacent Liv Surprise development is located on the northeast corner of Cotton
Lane/Peoria Avenue. This project is expected to widen the north side of Peoria Avenue in
between Cotton Lane and 169th Avenue. Two driveways on Peoria Avenue are proposed
to serve the project, 170th Avenue and 169th Avenue, which will be located approximately
375 feet and 660 feet east of Cotton Lane.
The project is expected to be completed in two separate phases. Phase 1 will include the
construction of Building A and was assumed to be completed by 2022. Five access points
are proposed as part of Phase 1, one will be located on the south side of Peoria Avenue
(169th Avenue) and four will be located on the east side of Cotton Lane (Del Sol Waddell,
Camden Avenue, Cochise Drive, and Cheryl Drive).
169th Avenue is proposed as a full access driveway that will be located approximately 1,320
feet east of Cotton Lane.
Del Sol Waddell, Camden Avenue, Cochise Drive, and Cheryl Drive are proposed
approximately 360 feet, 650 feet, 935 feet, and 1,330 feet south of Peoria Avenue. Del Sol
Waddell and Cochise Drive are expected to offer right-in/right-out access only while
Camden Avenue and Cheryl Drive are proposed as full access driveways.
Phase 2 will include the remainder of the site and will be served by eight additional access
points. Three access points on the south side of Peoria Avenue (170th Lane, 170th Avenue,
and 168th Lane) and five access points on the east side of Cotton Lane (Brown Street,
Mountain View Road, Vogel Avenue, Hatcher Road, and Mission Lane).
169th Avenue
170th Avenue
Cheryl Drive
Del Sol Waddell
Camden Avenue
Cochise Drive
Peoria Avenue
Olive Avenue
Northern Avenue
Cotton Lane
303
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 6: Baseline Access Configuration and Traffic Control
(2022 With Project)
LEGEND:
= Stop Sign
= Existing Road
= Existing Movement
= Traffic Signal
= New Access
= New Movement
7
6
5
4
1
2
3
8
10
12
13
N
2
3
9
1
11
12
13
4
5
6
7
1,320'
360'
290'
395'
10
285'
11
8
9
= Liv Surprise Proposed Access
660'
= Liv Surprise Proposed Movement
169th Avenue
170th Avenue
Cheryl Drive
Del Sol Waddell
Camden Avenue
Cochise Drive
Peoria Avenue
Olive Avenue
Northern Avenue
Cotton Lane
303
170th Lane
Brown Street
168th Lane
Mountain View Road
Vogel Avenue
Hatcher Road
Mission Lane
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure7: Baseline Access Configuration and Traffic Control
(2027, 2032, and 2037 With Project)
LEGEND:
= Stop Sign
= Existing Road
= Existing Movement
= Traffic Signal
= New Access
= New Movement
7
6
5
4
1
2
3
8
12
14
15
16
17
18
19
20
N
2
3
9
10
11
1
13
14
15
16
17
18
19
20
4
5
6
7
11
330'
660'
420'
360'
290'
395'
660'
660'
660'
660'
535'
1,305'
12
285'
13
= Liv Surprise Proposed Access
= Liv Surprise Proposed Movement
240'
8
9
10
Revised Traffic Impact Analysis
24
Parkway 303 West - Olive Avenue/Cotton Lane
For the purposes of this analysis, it was assumed that the development would be
constructed in two phases. Phase 1 of the project would include the construction of 883,000
square feet of industrial space by the opening year of 2022. Phase 2 would include the
remainder of the site, including the retail center portion of the development, which was
assumed to be completed by the 2027 horizon year. Tables 1 and 2 show the results of the
weekday trip generations for Phase 1 and Phase 2 of the project. The complete trip
generation calculations can be found in Appendix B.
Table 1 – Site Generated Trips (Phase 1)
Table 2 – Site Generated Trips (Phases 1 and 2)
Trip Distribution & Assignment
Trip distribution for the project was based on existing traffic volume patterns near the
proposed site. Figure 8 shows the weekday trip distribution for the project as a percentage
of net new primary trips.
Figures 9 and 10 show the assignment of the new site generated trips to the project
intersections within the study area for the years 2022, 2027, 2032, and 2037.
Average Daily, Inbound (vtpd)
754
Average Daily, Outbound (vtpd)
754
Total Daily
1,508
AM Peak Hour, Inbound (vtph)
286
AM Peak Hour, Outbound (vtph)
67
Total AM Peak
353
PM Peak Hour, Inbound (vtph)
74
PM Peak Hour, Outbound (vtph)
279
Total PM Peak
353
Time Period
Industrial
Park
(LUC 130)
vtpd - vehicle trips per day, vtph - vehicle trips per hour
Average Daily, Inbound (vtpd)
1,586
2,976
4,562
Average Daily, Outbound (vtpd)
1,586
2,975
4,561
Total Daily
3,172
5,951
9,123
AM Peak Hour, Inbound (vtph)
49
1,129
1,178
AM Peak Hour, Outbound (vtph)
30
265
295
Total AM Peak
79
1,394
1,473
PM Peak Hour, Inbound (vtph)
154
293
447
PM Peak Hour, Outbound (vtph)
167
1,101
1,268
Total PM Peak
321
1,394
1,715
Total
Time Period
Industrial
Park
(LUC 130)
Shopping
Center
(LUC 820)
vtpd - vehicle trips per day, vtph - vehicle trips per hour
Revised Traffic Impact Analysis
25
Parkway 303 West - Olive Avenue/Cotton Lane
Figure 8 – Weekday Peak Hour Trip Distribution
169th Avenue
170th Avenue
Cheryl Drive
Del Sol Waddell
Camden Avenue
Cochise Drive
Peoria Avenue
Olive Avenue
Northern Avenue
Cotton Lane
303
LEGEND:
XX = Weekday AM Peak Hour
(XX) = Weekday PM Peak Hour
= Existing Road
Vehicles Per Hour
####
= Vehicles Per Day
N
= New Access
57 (15)
14 (3)
(14) 4
(150) 36
1
4 (14)
71 (18)
(150) 36
(5) 14
9
18 (75)
35 (9)
(75) 18
(10) 37
10
18 (75)
46 (58)
(10) 37
(9) 38
11
9 (40)
16 (70)
(19) 71
(11) 41
4
2
3
57 (15)
3 (14)
13 (56)
(4) 14
5
57 (15)
(56) 13
6
(15) 57
7
14 (4)
(84) 20
(13) 3
(19) 72
3
86 (23)
(97) 23
(70) 17
86 (22)
2
0
40
200
160
0
455
40
160
415
45
460
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 9: 2022 Weekday Peak Hour Trip Assignment
9
1
9
11
12
4
5
6
7
11 (49)
36 (9)
29 (7)
7 (28)
10
12 (49)
11 (49)
35 (9)
(19) 75
(7) 25
12
270
270
135
8
57 (15)
(150) 36
8
115 (30)
(17) 4
9
(150) 36
57 (15)
= Liv Surprise Proposed Access
169th Avenue
170th Avenue
Cheryl Drive
Del Sol Waddell
Camden Avenue
Cochise Drive
Peoria Avenue
Olive Avenue
Northern Avenue
Cotton Lane
303
170th Lane
Brown Street
168th Lane
Mountain View Road
Vogel Avenue
Hatcher Road
Mission Lane
LEGEND:
XX = Weekday AM Peak Hour
(XX) = Weekday PM Peak Hour
= Existing Road
Vehicles Per Hour
####
= Vehicles Per Day
N
= New Access
2 (8)
437 (122)
56 (14)
2 (8)
(55) 14
(527) 127
1
4 (14)
493 (136)
(568) 137
12
18 (75)
457 (127)
(493) 119
(10) 37
13
23 (97)
12 (49)
334 (141)
134 (35)
(340) 153
(7) 25
15
23 (97)
11 (45)
247 (164)
99 (26)
(250) 155
(12) 45
16
19 (77)
10 (46)
178 (188)
80 (21)
(185) 181
(11) 45
17
19 (77)
13 (50)
132 (219)
56 (15)
(119) 207
(13) 51
18
7 (31)
22 (95)
90 (255)
55 (14)
(101) 251
(26) 103
19
8 (32)
13 (51)
80 (342)
32 (8)
(95) 346
(14) 51
20
66 (283)
(65) 227
4
2
3
226 (59)
14 (63)
52 (220)
(22) 58
5
226 (59)
(220) 52
6
(59) 226
7
58 (23)
(398) 91
(63) 22
(136) 303
3
361 (159)
(461) 106
(343) 79
359 (150)
2
0
305
895
585
80
1,645
230
1,405
1,200
1,460
395
960
910
330
1,085
885
340
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 10: 2027, 2032, and 2037 Weekday Peak Hour Trip
Assignment
9
10
11
1
12
14
15
16
17
18
19
20
4
5
6
7
440 (138)
(538) 131
(4) 1
(27) 4
8
11 (49)
36 (9)
113 (29)
27 (110)
1 (8)
(7) 3
13
18 (75)
468 (176)
(428) 138
(9) 38
14
8
710 (278)
10 (31)
(787) 180
(3) 1
(17) 3
11
262 (126)
10
448 (152)
(598) 138
(8) 3
12 (38)
(48) 8
9
440 (138)
(558) 133
(7) 2
(24) 4
(192) 43
2,240
1,090
2,835
= Liv Surprise Proposed Access
Revised Traffic Impact Analysis
65
Parkway 303 West - Olive Avenue/Cotton Lane
Mitigation
Delays are expected at the intersections of Loop 303 Northbound Ramps/Peoria Avenue
and Loop 303 Northbound Ramp/Northern Avenue during the weekday peak hours in
2027, 2032, and 2037 without and/or with traffic from the project and with adjacent
developments. The intersection of Loop 303 Southbound Ramp/Peoria Avenue is expected
to experience delays during the weekday peak hours in 2037 with traffic from the project.
These delays are due to the limited capacity provided at these intersections not adequately
serving the growing traffic volumes in the area.
Excess pavement is provided at these intersections in anticipation of the widening of Peoria
Avenue and Northern Avenue. As development occurs adjacent to these intersections, half
street improvements are expected to be completed, and the intersections of Loop 303
Northbound Ramps/Peoria Avenue, Loop 303 Southbound Ramps/Peoria Avenue, and
Loop 303 Northbound Ramps/Northern Avenue are expected to be restriped to provide
additional travel lanes.
Restriping the intersection of Loop 303 Northbound Ramps/Northern Avenue to provide
two westbound through lanes and dual northbound left turn lanes is expected to alleviate
the delays at the intersection.
The delays at the intersection of Loop 303 Northbound Ramps/Peoria Avenue can be
alleviated with the striping of two eastbound and two westbound through lanes and dual
eastbound left turn lanes.
At the intersection of Loop 303 Southbound Ramps/Peoria Avenue, the striping of two
eastbound and two westbound through lanes, in addition to an exclusive left turn lane,
shared through/right turn lane, and an exclusive right turn lane for the southbound approach
to the intersection, is expected to alleviate the delays.
Several movements at the intersections of Peoria Avenue/Cotton Lane and Northern
Avenue/Cotton Lane are expected to experience inadequate delays during the weekday peak
hours in 2022, 2027, 2032, and 2037 without and with the project and with adjacent
developments. These delays are due to the ALL-WAY STOP control of the intersections
becoming inefficient with the growing traffic volumes in the area, as each vehicle is required
to stop and proceed through the intersection one at a time.
The installation of a traffic signal in conjunction with the installation of dual westbound
left turn lanes and dual northbound right turn lanes with right turn overlap signal phasing
is expected to alleviate the delays at Peoria Avenue/Cotton Lane.
The installation of a traffic signal, dual southbound left turn lanes and exclusive left turn
lanes for the remaining approaches to the intersection, and an exclusive westbound right
turn lane with right turn overlap signal phasing is expected to alleviate the delays at
Northern Avenue/Cotton Lane.
Revised Traffic Impact Analysis
66
Parkway 303 West - Olive Avenue/Cotton Lane
Westbound left turning vehicles at Hatcher Road/Cotton Lane are anticipated to experience
inadequate delays during the weekday peak hours in 2027, 2032, and 2037 with traffic from
the project and with adjacent developments. The intersections of Camden Avenue/Cotton
Lane and Cheryl Drive/Cotton Lane are also expected to experience delays for the minor
approaches during the weekday PM peak hour in 2037 with traffic from the project and
adjacent developments. Un-signalized, minor approaches to intersections with major
streets such as Cotton Lane, tend to operate at a LOS E or F during the weekday peak hours.
In the future, when Cotton Lane is widened to a five-lane roadway, these delays are
expected to be alleviated.
Vehicles turning to and from the minor approach of 169th Avenue/Peoria Avenue are also
expected to experience inadequate delays in 2027, 2032, and 2037 without and with traffic
from the project, with adjacent developments. These delays are due to the relatively large
through traffic volumes expected on Peoria Avenue not providing adequate gaps for
vehicles turning to/from the minor approaches. The installation of the warranted traffic
signal at 169th Avenue/Peoria Avenue and the widening of Peoria Avenue to its ultimate
width is anticipated to alleviate the delays at this intersection.
Tables 28 and 29 shows the corresponding levels of service with the proposed mitigation
measures described above using 2037 peak hour traffic volumes without and with traffic
from the project. Complete capacity calculations can be found in Appendix C.
Revised Traffic Impact Analysis
69
Parkway 303 West - Olive Avenue/Cotton Lane
Conclusion
When fully completed, the proposed project is predicted to generate an additional 12,436
vehicle trips per day (vtpd) on weekdays to the adjacent street system from the new project
site. Fifty percent of these new trips (6,218 vehicle trips) will be into the project and fifty
percent will be out of the project.
The westbound left turn lane at 169th Avenue/Peoria Avenue should be constructed to
provide 250 feet of storage with a minimum taper of 100 feet. As part of this design, the
intersection of 168th Avenue/Peoria Avenue should be converted into a right-in/right-out
only driveway due to the potential overlap from the westbound left turn lane at 169th
Avenue/Peoria Avenue.
The proposed northbound right turn lanes on Cotton Lane, and the remaining proposed
eastbound right turn lanes and westbound left turn lanes on Peoria Avenue should be
constructed to provide 160 feet of storage with a minimum taper of 100 feet per MCDOT
and City of Surprise guidelines.
The warranted traffic signal should be installed at the intersection of Peoria Avenue/Cotton
Lane. This intersection is expected to be widened in the future when development occurs
adjacent to the intersection and Peoria Avenue and Cotton Lane are widened to five lane
cross sections. Dual westbound left turn lanes and dual northbound right turn lanes should
be constructed at this intersection with northbound right turn overlap signal phasing.
In order to determine the percentage that the project will need to contribute to the cost of
the warranted traffic signal at Peoria Avenue/Cotton Lane, 2037 traffic volumes without
the project and with adjacent developments were compared to 2037 traffic volumes with
the project. In 2037 without traffic from the project and with adjacent developments, there
is expected to be 26,550 total daily trips at the intersection of Peoria Avenue/Cotton Lane.
The project is anticipated to add 3,280 daily vehicles, an increase of 12.4%, to this
intersection. Based on this, the project should be responsible for no more than 12.4% of
the total cost of a future traffic signal at Peoria Avenue/Cotton Lane.
The intersection of Northern Avenue/Cotton Lane should be monitored, and a traffic signal
should be installed along with necessary geometric improvements to the intersection when
warranted. These improvements include the installation of exclusive left turn lanes at each
approach and an exclusive westbound right turn lane with right turn overlap signal phasing.
With economic conditions driving the development of the commercial portion of the site,
the intersection of 169th Avenue/Peoria Avenue should be monitored, and a traffic signal
should be installed when warrants are met. In order to determine the percentage that the
project will need to contribute to the cost of the future traffic signal at this intersection,
2037 traffic volumes without the project and with adjacent developments were compared
to 2037 traffic volumes with the project. In 2037 without traffic from the project and with
adjacent developments, there is expected to be 20,450 total daily trips at the intersection of
169th Avenue/Peoria Avenue. The project is anticipated to add 6,165 daily vehicles, an
increase of 30.1%, to this intersection. Based on this, the project should be responsible for
no more than 30.1% of the total cost of a future traffic signal at Peoria Avenue/Cotton
Lane.
Revised Traffic Impact Analysis
70
Parkway 303 West - Olive Avenue/Cotton Lane
The intersection of Loop 303 Northbound Ramps/Peoria Avenue should be re-striped to
offer dual eastbound left turn lanes, two eastbound through lanes, and two westbound
through lanes. Loop 303 Southbound Ramps/Peoria Avenue should also be restriped to
provide an exclusive southbound left turn lane, a shared southbound through/right turn
lane, an exclusive southbound right turn lane, two eastbound through lanes, and two
westbound through lanes.
The intersections of Loop 303 Northbound Ramp/Northern Avenue and Loop 303
Southbound Ramp/Northern Avenue should be striped to provide two westbound through
lanes. Loop 303 Northbound Ramp/Northern Avenue should also be striped to provide
dual northbound left turn lanes.
Proposed lane configurations and traffic control are shown in Figure 24.
P:\projects 2021\21065 - parkway 303 west (glendale)\traffic analysis\report\final\p303 tia SEALED 220719.docx
169th Avenue
170th Avenue
Cheryl Drive
Del Sol Waddell
Camden Avenue
Cochise Drive
Peoria Avenue
Olive Avenue
Northern Avenue
Cotton Lane
303
170th Lane
Brown Street
168th Lane
Mountain View Road
Vogel Avenue
Hatcher Road
Mission Lane
SOUTHWEST TRAFFIC ENGINEERING, LLC
Figure 24: Proposed Lane Configuration and Traffic Control
LEGEND:
= Stop Sign
= Existing Road
= Existing Movement
= Traffic Signal
= New Access
= New Movement
4
8
12
14
15
16
17
18
19
20
N
2
3
9
10
11
1
13
14
15
16
17
18
19
20
4
5
6
7
11
12
13
= Liv Surprise Proposed Access
= Liv Surprise Proposed Movement
8
9
10
7
6
2
3
1
5
Sycamore Garcia
Traffic Impact Analysis – Category I
Prepared for:
Project Number: 22.5384
July 26, 2023
IDM Companies
6720 N Scottsdale Rd, Suite 200
Scottsdale, AZ 85253
Prepared by:
Lōkahi, LLC
10555 N 114th Street, Suite 105
Scottsdale, AZ 85259
07/26/23
Sycamore Garcia
IDM Companies
1
1. INTRODUCTION AND EXECUTIVE SUMMARY
1.1.
PURPOSE OF REPORT AND STUDY OBJECTIVES
Lōkahi, LLC (Lōkahi) was retained by IDM Companies to complete a Traffic Impact Analysis (TIA) –
Category I for the proposed Sycamore Garcia development, located on the northwest corner of
Peoria Avenue and State Route 303 Loop (SR 303L), in Surprise, Arizona. The proposed
development will be comprised of 240 multifamily units. For the purposes of this analysis, it was
assumed that the proposed development will be constructed and fully occupied in a single phase
during the opening year of 2025.
The objective of this TIA is to analyze the traffic related impacts of the proposed development to
the adjacent roadway network. See Figure 1 for the vicinity map.
This Traffic Impact Analysis includes:
• Level of service analysis of existing conditions for the weekday AM and PM peak
hours
• Trip generation for the proposed development
• Level of service analysis for the opening year (2025) weekday AM and PM peak hours
• Turn lane analysis
• Queue analysis
• Signal warrant analysis
The following are the existing intersections included in this study:
• Peoria Avenue and Cotton Lane (1)
• Peoria Avenue and SR 303L SB Ramps (2)
• Peoria Avenue and SR 303L NB Ramps (3)
1.2.
EXECUTIVE SUMMARY
This report presents the analyses and results of a Traffic Impact Analysis – Category I prepared for
the proposed Sycamore Garcia development, located on the northwest corner of Peoria Avenue
and SR 303L, in Surprise, Arizona. The proposed development will be comprised of 240 multifamily
units. For the purposes of this analysis, it was assumed that the proposed development will be
constructed and fully occupied in a single phase during the opening year of 2025.
Existing Capacity Analysis
The existing capacity analysis evaluates the existing study intersections as they were at the time of
traffic data collection. Data was collected during May of 2022. Improvements to the study
intersection which occurred after data collection are not considered to be existing for the purposes
of the existing capacity analysis and therefore were not evaluated.
Sycamore Garcia
IDM Companies
2
The AM and PM peak hour existing conditions capacity analyses were completed for the existing
study intersections. The results of the existing capacity analysis reveal that all intersections and lane
groups operate at an existing level of service (LOS) D or better, with the exception of the
westbound shared left-through-right PM peak hour which operates at a LOS E at the Peoria Avenue
and Cotton Lane intersection. This movement will be mitigated with the ultimate improvements
that are currently under construction and anticipated to be completed at the intersection by the
year 2025.
Trip Generation
The trip generation was calculated utilizing the Institute of Transportation Engineers (ITE)
publication entitled Trip Generation, 11th Edition. The Sycamore Garcia development is
anticipated to generate a total of 1,614 weekday trips, with 97 trips occurring during the AM
peak hour and 124 trips occurring during the PM peak hour.
Trip Generation – Proposed Development
Future Conditions
Future capacity analyses were completed with and without the build-out of the proposed Sycamore
Garcia development for the opening year. The year 2025 background traffic volumes include the
trips generated by the future surrounding developments, in addition to a 3.0% annual growth rate
based on Maricopa Associations of Governments (MAG) socioeconomic projections.
Refer to Section 6.3 and 6.4 for the year 2025 no build and build AM and PM peak hour LOS and
delay results and suggested mitigations/analysis of future operations. All movements operate with
a level of service (LOS) D or better in the 2025 build capacity analysis.
Traffic Signal Analysis
A traffic signal analysis was performed for the intersection of Peoria Avenue and 169th Avenue.
Warrant 3 is satisfied with the year 2025 projected background traffic volumes without the build-
out of the proposed development. Warrants 1, 2, and 3 are satisfied with the year 2025 projected
total traffic volumes with the build-out of the proposed development.
A traffic signal is recommended at the intersection of Peoria Avenue and 169th Avenue to provide
full access movements to the intersection while mitigating minor street delay and is analyzed in the
no build and build capacity analyses.
Weekday
Total
Total
In
Out
Total
In
Out
Multifamily Housing (Low-Rise)
220
240
Dwelling
Units
1,614
97
23
74
124
78
46
PM Peak Hour
Land Use
ITE
LUC
Qty
Unit
AM Peak Hour
Sycamore Garcia
IDM Companies
3
Recommendations
The recommendations with the build-out of the proposed Sycamore Garcia development include:
Half Street Improvements Adjacent to Project
• The developer will be responsible for the half-street improvements adjacent to the
proposed development along Peoria Avenue.
Peoria Avenue and 169th Avenue (4)
• Modification of the westbound approach to provide two (2) additional westbound
through lanes and one (1) dedicated right turn lane, with a recommended minimum
storage length of 160 feet.
169th Avenue and Driveway A (5)
• Build-out of a full access stop-controlled driveway. This driveway will include a
southbound left turn lane with a recommended minimum storage length of 50 feet.
An emergency exit, allowing right-out only movements, is proposed along Peoria Avenue.
Sycamore Garcia
IDM Companies
4
2. PROPOSED DEVELOPMENT
The proposed development is located on the northwest corner of Peoria Avenue and State
Route 303 Loop (SR 303L), in Surprise, Arizona. See Figure 1 for a vicinity map.
The proposed development will be comprised of 240 multifamily units, located within 3-story
buildings. For the purposes of this analysis, it was assumed that the proposed development will be
constructed and fully occupied in a single phase during the opening year of 2025.
There is one (1) proposed driveway evaluated in this study which provides direct access to
the site, along the proposed 169th Avenue alignment.
169th Avenue and Peoria Avenue (4) is a proposed full access, signal-controlled intersection.
169th Avenue is a proposed collector roadway which will intersect with Peoria Avenue,
approximately 0.25 miles and 0.20 miles east and west of Cotton Lane and SR 303L SB Off
Ramp, respectively.
169th Avenue and Driveway A (5) is located approximately 455 feet north of Peoria Avenue.
This driveway will provide full access and will align with the planned driveway for the
proposed development located on the west side of 169th Avenue. The intersection will be
two-way stop-controlled, with stop control on the eastbound and westbound approaches.
Peoria Avenue and Driveway is located approximately 435 feet and 680 east and west of
169th Avenue and SR 303L SB Off Ramp, respectively. This driveway will be an emergency
exit, allowing right-out only movements.
See Figure 2 and Appendix A for the proposed site plan.
FIGURE 2 | SITE PLAN
Sycamore Garcia
IDM Companies
14
5. PROJECTED TRAFFIC
5.1. TRIP GENERATION
The trip generation for the proposed development was calculated utilizing the Institute of
Transportation Engineers (ITE) publication entitled Trip Generation, 11th Edition. The ITE rates are
based on studies that measured the trip generation characteristics for various types of land uses.
The rates are expressed in terms of trips per unit of land use type. This publication is considered to
be the standard for the transportation engineering profession.
The proposed Sycamore Garcia is a multifamily development with 240 units located within 3-story
buildings. ITE Land Use Code 220 Multifamily Housing (Low-Rise) was utilized to calculate the
anticipated trip generation. The low-rise multifamily housing land use includes apartments that
have two or three floors (levels). The total trip generation for the proposed development is shown
in Table 2. Detailed trip generation calculations can be found in Appendix F.
Table 2 – Trip Generation – Proposed Development
5.2. TRIP DISTRIBUTION AND ASSIGNMENT
The trip distribution procedure determines the general pattern of travel for vehicles entering and
exiting the proposed development. The trip distribution for the proposed Sycamore Garcia
development is based on the distribution of the existing traffic along the surrounding roadway
network, permitted movements at the proposed site driveways, and probable routes. The trip
distribution is shown in Figure 6.
The trip assignment was generally based on proximity of the driveways, permitted turn
movements, as well as ease and probability of use. The site generated traffic volumes are shown in
Figure 7.
Weekday
Total
Total
In
Out
Total
In
Out
Multifamily Housing (Low-Rise)
220
240
Dwelling
Units
1,614
97
23
74
124
78
46
PM Peak Hour
Land Use
ITE
LUC
Qty
Unit
AM Peak Hour
2
1
3
4
5
FIGURE 6 | TRIP DISTRIBUTION
Legend
Peoria Avenue
Cotton Lane
35% (35%)
35% (35%)
45% (45%)
45% (45%)
20% (20%)
20% (20%)
Legend
Inbound Trip Distribution Percentages
Outbound Trip Distribution Percentages
AM(PM)
AM(PM)
Loop 303
NB Ramp
Loop 303
SB Ramp
169th Avenue
Proposed
Site
FIGURE 7 | SITE TRAFFIC VOLUMES
3
Peoria Ave
303 NB Ramp
Peoria Ave
8 (27)
33 (21)
15 (9)
5 (16)
48 (30)
26 (16)
13 (43)
Cotton Ln
Peoria Ave
Peoria Ave
Peoria Ave
2
1
Peoria Avenue
Cotton Lane
Loop 303
NB Ramp
Loop 303
SB Ramp
Proposed
Site
3
2
1
Peoria Ave
10 (35)
303 SB Ramp
Cotton Ln
169th Ave
Peoria Ave
Peoria Ave
4
74 (46)
23 (78)
169th Ave
169th Avenue
Peak Hour Traffic Volumes
Intersection
Average Daily Traffic
AM(PM)
X
Legend
5
4
169th Ave
Driveway A
5
169th Ave
Driveway
<ADT>
<1,600>
<1,600>
74 (46)
23 (78)
Daily
ID
Land Use
ITE LUC
Total
Enter
Exit
Total
Enter
Exit
Total
9
Lowes Home Improvement Center
862
114
KSF
3,504
98
74
172
128
133
261
10
Sycamore Farms Apartments - Low Rise
220
128
DU
896
15
48
63
48
28
76
11
NEC Sarival and Peoria Ave - Mixed use, no grocery
821
113
KSF
7,630
121
74
195
287
299
586
12
Assumed Walmart SEC Peoria and Loop 303
813
181.3
KSF
9,159
189
148
337
385
400
785
VEHICLE GENERATED TRIPS
AM Peak Hour
PM Peak Hour
Size
DESCRIPTION OF LAND USE
#9 Lowe’s Home Improvement Distribution
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
7
5
1
15
0
0
10
0
0
30
0
0
0
0
0
10
0
0
0
2
0
0
0
0
25
0
30
0
0
0
40
0
0
0
0
15
7
20
0
45
25
0
0
20
0
0
0
0
0
0
0
0
55
3
0
15
0
25
0
0
0
0
0
5
5
0
0
15
25
0
5
5
()
()
()
5
#9 Lowe’s Home Improvement Assignment
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
XX(XX) = AM Peak (PM Peak)
Legend
7
5
1
11 (20)
0 (0)
0 (0)
8 (13)
0 (0)
0 (0)
29 (38)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
10 (13)
0 (0)
0 (0)
0 (0)
2
0 (0)
0 (0)
0 (0)
0 (0)
19 (33)
0 (0)
22 (40)
0 (0)
0 (0)
0 (0)
39 (51)
0 (0)
0 (0)
0 (0)
0 (0)
15 (19)
7
15 (27)
0 (0)
33 (60)
25 (32)
0 (0)
0 (0)
19 (26)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
54 (70)
3
0 (0)
15 (20)
0 (0)
24 (32)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
4 (7)
5 (6)
0 (0)
0 (0)
11 (20)
18 (33)
0 (0)
5
()
()
4 (7)
()
()
()
()
5 (6)
()
()
()
()
#10 Sycamore Farms Apartments Distribution
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
7
5
1
30
0
0
15
0
0
40
0
0
0
0
0
15
0
0
0
2
0
0
0
0
45
0
40
0
0
0
55
0
0
0
0
30
7
35
0
0
50
0
0
0
0
0
0
15
0
0
0
0
70
3
0
5
0
0
0
5
0
0
0
0
0
0
0
0
15
0
#10 Sycamore Farms Apartments Assignment
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
XX(XX) = AM Peak (PM Peak)
Legend
7
5
1
13 (8)
0 (0)
0 (0)
9 (6)
0 (0)
0 (0)
5 (19)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
3 (6)
0 (0)
0 (0)
0 (0)
2
0 (0)
0 (0)
0 (0)
0 (0)
22 (14)
0 (0)
19 (10)
0 (0)
0 (0)
0 (0)
8 (25)
0 (0)
0 (0)
0 (0)
0 (0)
5 (16)
7
17 (10)
0 (0)
0 (0)
24 (14)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
2 (7)
0 (0)
0 (0)
0 (0)
0 (0)
11 (34)
3
0 (0)
1 (2)
0 (0)
0 (0)
0 (0)
2 (1)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
2 (7)
0 (0)
#11 NEC Sarival and Peoria Distribution
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
7
5
1
10
0
0
20
0
0
20
0
0
0
0
0
20
0
0
0
2
0
0
0
0
30
0
20
0
0
0
40
0
0
0
0
10
7
0
0
0
50
0
0
0
0
0
0
50
0
0
0
0
0
3
0
30
0
20
5
0
0
0
0
0
0
5
0
30
20
0
5
5
5
#11 NEC Sarival and Peoria Assignment
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
XX(XX) = AM Peak (PM Peak)
Legend
7
5
1
7 (30)
0 (0)
0 (0)
15 (60)
0 (0)
0 (0)
24 (57)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
24 (58)
0 (0)
0 (0)
0 (0)
2
0 (0)
0 (0)
0 (0)
0 (0)
22 (90)
0 (0)
15 (60)
0 (0)
0 (0)
0 (0)
48 (115)
0 (0)
0 (0)
0 (0)
0 (0)
12 (29)
7
0 (0)
0 (0)
0 (0)
37 (150)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
60 (144)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
3
0 (0)
22 (90)
0 (0)
15 (60)
4 (15)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
6 (14)
0 (0)
36 (87)
24 (57)
0 (0)
5
()
()
4 (15)
()
()
()
()
6 (14)
()
()
()
()
#12 Walmart Distribution
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
7
5
1
10
0
0
30
0
0
10
0
0
0
0
0
30
0
0
0
2
0
0
0
0
40
0
10
0
0
0
40
0
0
0
0
10
7
0
5
0
0
45
0
0
0
0
20
25
0
50
5
20
0
3
0
20
0
20
0
0
0
0
0
5
5
0
0
20
20
0
5
5
()
()
()
5
#12 Walmart Assignment
Peoria Avenue
Sarival Avenue
1
2
3
Dwy B
Dwy D
XX(XX) = AM Peak (PM Peak)
Legend
7
5
1
15 (40)
0 (0)
0 (0)
44 (120)
0 (0)
0 (0)
19 (38)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
57 (116)
0 (0)
0 (0)
0 (0)
2
0 (0)
0 (0)
0 (0)
0 (0)
59 (160)
0 (0)
15 (40)
0 (0)
0 (0)
0 (0)
76 (154)
0 (0)
0 (0)
0 (0)
0 (0)
19 (39)
7
0 (0)
9 (19)
0 (0)
0 (0)
85 (173)
0 (0)
0 (0)
0 (0)
0 (0)
38 (77)
37 (100)
0 (0)
74 (200)
7 (20)
30 (80)
0 (0)
3
0 (0)
38 (77)
0 (0)
38 (77)
0 (0)
0 (0)
0 (0)
0 (0)
0 (0)
7 (20)
9 (19)
0 (0)
0 (0)
30 (80)
30 (80)
0 (0)
5
()
()
7 (20)
()
()
()
()
9 (19)
()
()
()
()
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
G
Appendix G – Year 2030 No Build
Capacity Analysis
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
913
334
216
732
216
4
614
Future Volume (vph)
913
334
216
732
216
4
614
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
17.0
17.0
47.0
47.0
47.0
50.0
34.0
33.0
41.0
Total Split (%)
11.0%
11.0%
30.3%
30.3%
30.3%
32%
22%
21%
26%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
40.2
40.2
46.5
72.7
33.8
33.8
33.8
Actuated g/C Ratio
0.29
0.29
0.33
0.52
0.24
0.24
0.24
v/c Ratio
0.47
0.52
0.22
0.31
0.57
0.70
0.68
Control Delay (s/veh)
42.9
6.5
34.8
2.2
53.5
27.1
26.0
Queue Delay
0.0
0.0
0.0
0.0
1.5
2.2
0.0
Total Delay (s/veh)
42.9
6.5
34.8
2.2
55.0
29.3
26.0
LOS
D
A
C
A
E
C
C
Approach Delay (s/veh)
33.2
10.0
34.3
Approach LOS
C
A
C
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 140.3
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay (s/veh): 26.2
Intersection LOS: C
Intersection Capacity Utilization 65.4%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1014
371
254
813
229
357
355
v/c Ratio
0.47
0.52
0.22
0.31
0.57
0.70
0.68
Control Delay (s/veh)
42.9
6.5
34.8
2.2
53.5
27.1
26.0
Queue Delay
0.0
0.0
0.0
0.0
1.5
2.2
0.0
Total Delay (s/veh)
42.9
6.5
34.8
2.2
55.0
29.3
26.0
Queue Length 50th (ft)
204
0
70
11
201
138
128
Queue Length 95th (ft)
237
81
92
12
286
207
262
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
2163
718
1969
3281
479
568
581
Starvation Cap Reductn
0
0
0
551
0
0
0
Spillback Cap Reductn
99
0
0
0
117
106
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.49
0.52
0.13
0.30
0.63
0.77
0.61
Intersection Summary
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
647
483
486
246
459
2
243
Future Volume (vph)
647
483
486
246
459
2
243
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
33.0
33.0
41.0
41.0
41.0
50.0
17.0
47.0
34.0
Total Split (%)
21.3%
21.3%
26.5%
26.5%
26.5%
32%
11%
30%
22%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
53.5
97.3
28.6
28.6
30.6
30.6
30.6
Actuated g/C Ratio
0.38
0.69
0.20
0.20
0.22
0.22
0.22
v/c Ratio
0.55
0.15
0.35
0.52
0.75
0.78
0.48
Control Delay (s/veh)
34.5
0.4
50.6
9.2
66.7
68.6
8.8
Queue Delay
0.1
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
34.6
0.4
50.6
9.2
66.7
68.6
8.8
LOS
C
A
D
A
E
E
A
Approach Delay (s/veh)
20.0
36.2
49.3
Approach LOS
B
D
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 140.3
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay (s/veh): 32.8
Intersection LOS: C
Intersection Capacity Utilization 65.4%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
719
537
540
289
275
275
249
v/c Ratio
0.55
0.15
0.35
0.52
0.75
0.78
0.48
Control Delay (s/veh)
34.5
0.4
50.6
9.2
66.7
68.6
8.8
Queue Delay
0.1
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
34.6
0.4
50.6
9.2
66.7
68.6
8.8
Queue Length 50th (ft)
370
1
114
0
263
272
0
Queue Length 95th (ft)
398
1
146
62
#392
352
61
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1637
3752
1537
552
406
389
553
Starvation Cap Reductn
199
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.50
0.14
0.35
0.52
0.68
0.71
0.45
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
148
543
75
233
490
142
107
104
45
202
233
v/c Ratio
0.36
0.33
0.10
0.60
0.30
0.43
0.11
0.20
0.13
0.20
0.38
Control Delay (s/veh)
9.8
7.1
2.3
15.3
6.8
19.1
13.3
5.2
14.6
13.4
4.9
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
9.8
7.1
2.3
15.3
6.8
19.1
13.3
5.2
14.6
13.4
4.9
Queue Length 50th (ft)
16
31
0
30
26
23
8
0
7
15
0
Queue Length 95th (ft)
56
78
12
98
69
85
30
27
30
51
37
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
849
3411
1528
806
3384
857
2605
1192
937
2605
1226
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.17
0.16
0.05
0.29
0.14
0.17
0.04
0.09
0.05
0.08
0.19
Intersection Summary
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
126
489
60
198
418
21
121
91
88
36
172
198
Future Volume (veh/h)
126
489
60
198
418
21
121
91
88
36
172
198
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
148
543
75
233
464
26
142
107
104
45
202
233
Peak Hour Factor
0.85
0.90
0.80
0.85
0.90
0.80
0.85
0.85
0.85
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
567
1779
794
515
1713
96
399
956
426
473
956
426
Arrive On Green
0.50
0.50
0.50
0.50
0.50
0.50
0.27
0.27
0.27
0.27
0.27
0.27
Sat Flow, veh/h
906
3554
1585
805
3422
191
954
3554
1585
1171
3554
1585
Grp Volume(v), veh/h
148
543
75
233
240
250
142
107
104
45
202
233
Grp Sat Flow(s),veh/h/ln
906
1777
1585
805
1777
1836
954
1777
1585
1171
1777
1585
Q Serve(g_s), s
4.4
3.5
1.0
9.4
3.1
3.1
5.3
0.9
2.0
1.2
1.7
4.9
Cycle Q Clear(g_c), s
7.5
3.5
1.0
12.9
3.1
3.1
7.0
0.9
2.0
2.1
1.7
4.9
Prop In Lane
1.00
1.00
1.00
0.10
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
567
1779
794
515
890
919
399
956
426
473
956
426
V/C Ratio(X)
0.26
0.31
0.09
0.45
0.27
0.27
0.36
0.11
0.24
0.10
0.21
0.55
Avail Cap(c_a), veh/h
1353
4863
2169
1213
2431
2512
813
2499
1115
981
2499
1115
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
7.8
5.8
5.1
9.6
5.6
5.6
13.8
10.8
11.2
11.5
11.1
12.2
Incr Delay (d2), s/veh
0.2
0.1
0.1
0.6
0.2
0.2
0.5
0.1
0.3
0.1
0.1
1.1
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
0.5
0.6
0.2
1.0
0.6
0.6
0.9
0.2
0.5
0.2
0.5
1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
8.0
5.8
5.2
10.2
5.8
5.8
14.3
10.8
11.5
11.6
11.2
13.3
LnGrp LOS
A
A
A
B
A
A
B
B
B
B
B
B
Approach Vol, veh/h
766
723
353
480
Approach Delay, s/veh
6.2
7.2
12.4
12.3
Approach LOS
A
A
B
B
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
15.0
24.1
15.0
24.1
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
27.5
53.5
27.5
53.5
Max Q Clear Time (g_c+I1), s
9.0
9.5
6.9
14.9
Green Ext Time (p_c), s
1.5
4.9
2.0
4.7
Intersection Summary
HCM 7th Control Delay, s/veh
8.7
HCM 7th LOS
A
4: Sarival Ave & Brown St
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.7
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
17
14
277
13
11
378
Future Vol, veh/h
17
14
277
13
11
378
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
100
-
-
100
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
90
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
21
18
326
16
14
420
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
572
171
0
0
342
0
Stage 1
334
-
-
-
-
-
Stage 2
238
-
-
-
-
-
Critical Hdwy
6.84
6.94
-
-
4.14
-
Critical Hdwy Stg 1
5.84
-
-
-
-
-
Critical Hdwy Stg 2
5.84
-
-
-
-
-
Follow-up Hdwy
3.52
3.32
-
-
2.22
-
Pot Cap-1 Maneuver
451
843
-
-
1214
-
Stage 1
697
-
-
-
-
-
Stage 2
780
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
446
843
-
-
1214
-
Mov Cap-2 Maneuver
446
-
-
-
-
-
Stage 1
697
-
-
-
-
-
Stage 2
771
-
-
-
-
-
Approach
WB
NB
SB
HCM Ctrl Dly, s/v
11.62
0
0.25
HCM LOS
B
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
446
843
1214
-
HCM Lane V/C Ratio
-
- 0.048 0.021 0.011
-
HCM Ctrl Dly (s/v)
-
-
13.5
9.4
8
-
HCM Lane LOS
-
-
B
A
A
-
HCM 95th %tile Q(veh)
-
-
0.1
0.1
0
-
5: Sarival Ave & Olive Ave
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
153
308
267
18
189
8
172
180
18
444
v/c Ratio
0.40
0.27
0.38
0.05
0.16
0.02
0.54
0.24
0.04
0.59
Control Delay (s/veh)
14.5
10.5
3.9
10.8
10.1
3.8
16.3
8.4
7.6
10.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
14.5
10.5
3.9
10.8
10.1
3.8
16.3
8.4
7.6
10.5
Queue Length 50th (ft)
20
20
0
2
12
0
21
19
2
41
Queue Length 95th (ft)
73
58
33
13
38
4
77
59
10
125
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
1009
3030
1394
900
3030
1358
768
1802
1167
1671
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.15
0.10
0.19
0.02
0.06
0.01
0.22
0.10
0.02
0.27
Intersection Summary
5: Sarival Ave & Olive Ave
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
130
262
227
14
161
6
146
148
5
14
178
200
Future Volume (veh/h)
130
262
227
14
161
6
146
148
5
14
178
200
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
153
308
267
18
189
8
172
174
6
18
209
235
Peak Hour Factor
0.85
0.85
0.85
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
499
1047
467
388
1047
467
451
825
28
680
369
415
Arrive On Green
0.29
0.29
0.29
0.29
0.29
0.29
0.46
0.46
0.46
0.46
0.46
0.46
Sat Flow, veh/h
1186
3554
1585
838
3554
1585
946
1797
62
1204
804
904
Grp Volume(v), veh/h
153
308
267
18
189
8
172
0
180
18
0
444
Grp Sat Flow(s),veh/h/ln
1186
1777
1585
838
1777
1585
946
0
1859
1204
0
1708
Q Serve(g_s), s
4.0
2.4
5.2
0.6
1.4
0.1
5.9
0.0
2.1
0.3
0.0
6.9
Cycle Q Clear(g_c), s
5.5
2.4
5.2
3.1
1.4
0.1
12.9
0.0
2.1
2.5
0.0
6.9
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.03
1.00
0.53
Lane Grp Cap(c), veh/h
499
1047
467
388
1047
467
451
0
853
680
0
784
V/C Ratio(X)
0.31
0.29
0.57
0.05
0.18
0.02
0.38
0.00
0.21
0.03
0.00
0.57
Avail Cap(c_a), veh/h
1172
3063
1366
863
3063
1366
1298
0
2518
1758
0
2313
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
11.6
10.0
10.9
11.1
9.6
9.1
11.9
0.0
5.9
6.7
0.0
7.2
Incr Delay (d2), s/veh
0.3
0.2
1.1
0.0
0.1
0.0
0.5
0.0
0.1
0.0
0.0
0.6
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
0.6
1.3
0.1
0.4
0.0
0.9
0.0
0.4
0.0
0.0
1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
12.0
10.1
12.0
11.2
9.7
9.1
12.5
0.0
6.0
6.7
0.0
7.9
LnGrp LOS
B
B
B
B
A
A
B
A
A
A
Approach Vol, veh/h
728
215
352
462
Approach Delay, s/veh
11.2
9.8
9.2
7.8
Approach LOS
B
A
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
21.3
15.3
21.3
15.3
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
49.5
31.5
49.5
31.5
Max Q Clear Time (g_c+I1), s
14.9
7.5
8.9
5.1
Green Ext Time (p_c), s
1.9
3.3
3.0
1.2
Intersection Summary
HCM 7th Control Delay, s/veh
9.7
HCM 7th LOS
A
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø7
Lane Configurations
Traffic Volume (vph)
112
274
62
408
Future Volume (vph)
112
274
62
408
Turn Type
Perm
Perm
NA
NA
Protected Phases
8
4
7
Permitted Phases
6
6
Detector Phase
6
6
8
4
Switch Phase
Minimum Initial (s)
5.0
5.0
20.0
20.0
5.0
Minimum Split (s)
37.9
37.9
35.0
35.0
13.1
Total Split (s)
30.0
30.0
35.0
35.0
25.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
Yellow Time (s)
3.5
3.5
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
5.9
5.9
6.5
6.5
Lead/Lag
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Act Effct Green (s)
14.3
14.3
20.3
40.4
Actuated g/C Ratio
0.21
0.21
0.30
0.60
v/c Ratio
0.18
0.55
0.14
0.15
Control Delay (s/veh)
21.9
6.7
6.3
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
21.9
6.7
6.3
6.8
LOS
C
A
A
A
Approach Delay (s/veh)
11.1
6.3
6.8
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 67.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay (s/veh): 8.7
Intersection LOS: A
Intersection Capacity Utilization 44.0%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
132
322
78
453
v/c Ratio
0.18
0.55
0.14
0.15
Control Delay (s/veh)
21.9
6.7
6.3
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
21.9
6.7
6.3
6.8
Queue Length 50th (ft)
22
0
5
25
Queue Length 95th (ft)
42
45
8
54
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1245
779
799
4094
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.11
0.41
0.10
0.11
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø4
Ø6
Ø7
Lane Configurations
Traffic Volume (vph)
62
149
350
168
Future Volume (vph)
62
149
350
168
Turn Type
NA
Perm
Prot
NA
Protected Phases
8
6 7
4 6 7
4
6
7
Permitted Phases
8
Detector Phase
8
8
6 7
4 6 7
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
5.0
5.0
Minimum Split (s)
35.0
35.0
35.0
37.9
13.1
Total Split (s)
35.0
35.0
35.0
30.0
25.0
Total Split (%)
38.9%
38.9%
39%
33%
28%
Yellow Time (s)
5.0
5.0
5.0
3.5
5.0
All-Red Time (s)
1.5
1.5
1.5
2.4
3.1
Lost Time Adjust (s)
0.0
0.0
Total Lost Time (s)
6.5
6.5
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
Min
None
None
Act Effct Green (s)
20.3
20.3
34.5
67.3
Actuated g/C Ratio
0.30
0.30
0.51
1.00
v/c Ratio
0.14
0.29
0.22
0.06
Control Delay (s/veh)
20.9
5.6
10.4
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
20.9
5.6
10.4
0.0
LOS
C
A
B
A
Approach Delay (s/veh)
10.3
6.9
Approach LOS
B
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 67.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay (s/veh): 7.9
Intersection LOS: A
Intersection Capacity Utilization 44.0%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
78
175
389
198
v/c Ratio
0.14
0.29
0.22
0.06
Control Delay (s/veh)
20.9
5.6
10.4
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
20.9
5.6
10.4
0.0
Queue Length 50th (ft)
23
0
48
0
Queue Length 95th (ft)
57
39
90
0
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
799
779
2203
3539
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.10
0.22
0.18
0.06
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
1264
510
294
777
319
4
410
Future Volume (vph)
1264
510
294
777
319
4
410
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
46.0
46.0
52.0
52.0
52.0
15.0
21.0
40.0
42.0
Total Split (%)
29.7%
29.7%
33.5%
33.5%
33.5%
10%
14%
26%
27%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
41.4
41.4
47.6
80.6
41.1
41.1
41.1
Actuated g/C Ratio
0.28
0.28
0.32
0.54
0.27
0.27
0.27
v/c Ratio
0.67
0.67
0.32
0.32
0.61
0.58
0.51
Control Delay (s/veh)
50.9
7.7
55.5
3.2
54.0
37.2
26.2
Queue Delay
3.3
0.0
0.0
0.1
4.5
3.0
0.0
Total Delay (s/veh)
54.2
7.7
55.5
3.3
58.5
40.2
26.2
LOS
D
A
E
A
E
D
C
Approach Delay (s/veh)
40.8
18.3
42.1
Approach LOS
D
B
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 149.7
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay (s/veh): 34.2
Intersection LOS: C
Intersection Capacity Utilization 75.9%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1404
567
346
863
283
272
260
v/c Ratio
0.67
0.67
0.32
0.32
0.61
0.58
0.51
Control Delay (s/veh)
50.9
7.7
55.5
3.2
54.0
37.2
26.2
Queue Delay
3.3
0.0
0.0
0.1
4.5
3.0
0.0
Total Delay (s/veh)
54.2
7.7
55.5
3.3
58.5
40.2
26.2
Queue Length 50th (ft)
318
0
134
19
260
179
114
Queue Length 95th (ft)
355
108
162
20
367
237
211
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
2087
848
1091
2736
502
504
539
Starvation Cap Reductn
0
0
0
591
0
0
0
Spillback Cap Reductn
566
0
0
0
150
141
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.92
0.67
0.32
0.40
0.80
0.75
0.48
Intersection Summary
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
814
765
717
364
351
0
388
Future Volume (vph)
814
765
717
364
351
0
388
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
40.0
40.0
42.0
42.0
42.0
15.0
46.0
52.0
21.0
Total Split (%)
25.8%
25.8%
27.1%
27.1%
27.1%
10%
30%
34%
14%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
54.7
105.1
35.4
35.4
32.2
32.2
32.2
Actuated g/C Ratio
0.37
0.70
0.24
0.24
0.22
0.22
0.22
v/c Ratio
0.72
0.24
0.45
0.59
0.79
0.66
0.53
Control Delay (s/veh)
40.2
0.4
50.6
8.2
72.4
38.8
14.3
Queue Delay
1.8
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
42.0
0.5
50.6
8.2
72.4
38.8
14.3
LOS
D
A
D
A
E
D
B
Approach Delay (s/veh)
21.9
36.4
42.6
Approach LOS
C
D
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 149.7
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay (s/veh): 31.0
Intersection LOS: C
Intersection Capacity Utilization 75.9%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
904
850
797
404
285
273
263
v/c Ratio
0.72
0.24
0.45
0.59
0.79
0.66
0.53
Control Delay (s/veh)
40.2
0.4
50.6
8.2
72.4
38.8
14.3
Queue Delay
1.8
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
42.0
0.5
50.6
8.2
72.4
38.8
14.3
Queue Length 50th (ft)
488
2
173
0
287
161
35
Queue Length 95th (ft)
560
2
204
95
#410
223
130
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1336
3694
1783
682
389
439
519
Starvation Cap Reductn
266
1554
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.84
0.40
0.45
0.59
0.73
0.62
0.51
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
368
829
104
129
707
216
234
80
34
220
282
v/c Ratio
0.72
0.55
0.14
0.36
0.76
0.60
0.25
0.14
0.12
0.43
0.60
Control Delay (s/veh)
22.8
18.7
2.7
12.9
31.5
29.2
24.7
0.5
20.7
32.4
10.1
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.8
18.7
2.7
12.9
31.5
29.2
24.7
0.5
20.7
32.4
10.1
Queue Length 50th (ft)
97
149
0
24
154
80
43
0
11
50
0
Queue Length 95th (ft)
215
236
17
52
244
136
82
0
29
81
52
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
586
1661
810
395
1103
363
1181
649
286
1043
665
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.63
0.50
0.13
0.33
0.64
0.60
0.20
0.12
0.12
0.21
0.42
Intersection Summary
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
331
746
88
110
604
29
184
199
64
27
187
240
Future Volume (veh/h)
331
746
88
110
604
29
184
199
64
27
187
240
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
368
829
104
129
671
36
216
234
80
34
220
282
Peak Hour Factor
0.90
0.90
0.85
0.85
0.90
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
466
1239
553
326
837
45
441
1031
460
391
767
342
Arrive On Green
0.18
0.35
0.35
0.08
0.24
0.24
0.11
0.29
0.29
0.03
0.22
0.22
Sat Flow, veh/h
1781
3554
1585
1781
3430
184
1781
3554
1585
1781
3554
1585
Grp Volume(v), veh/h
368
829
104
129
347
360
216
234
80
34
220
282
Grp Sat Flow(s),veh/h/ln
1781
1777
1585
1781
1777
1837
1781
1777
1585
1781
1777
1585
Q Serve(g_s), s
10.2
14.2
3.3
3.8
13.2
13.2
6.4
3.6
2.7
1.0
3.7
12.2
Cycle Q Clear(g_c), s
10.2
14.2
3.3
3.8
13.2
13.2
6.4
3.6
2.7
1.0
3.7
12.2
Prop In Lane
1.00
1.00
1.00
0.10
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
466
1239
553
326
434
449
441
1031
460
391
767
342
V/C Ratio(X)
0.79
0.67
0.19
0.40
0.80
0.80
0.49
0.23
0.17
0.09
0.29
0.82
Avail Cap(c_a), veh/h
654
1669
745
422
557
576
441
1189
530
454
1050
468
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
15.9
19.8
16.3
18.3
25.5
25.5
17.4
19.3
19.0
20.6
23.5
26.8
Incr Delay (d2), s/veh
4.3
0.6
0.2
0.8
6.4
6.2
0.8
0.1
0.2
0.1
0.2
8.4
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
3.9
5.2
1.1
1.5
5.7
5.9
2.4
1.3
0.9
0.4
1.4
4.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
20.3
20.5
16.4
19.1
31.8
31.7
18.3
19.5
19.2
20.7
23.7
35.2
LnGrp LOS
C
C
B
B
C
C
B
B
B
C
C
D
Approach Vol, veh/h
1301
836
530
536
Approach Delay, s/veh
20.1
29.8
18.9
29.6
Approach LOS
C
C
B
C
Timer - Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
7.0
25.3
9.9
29.5
12.3
20.0
17.4
22.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
5.0
24.0
9.3
33.7
7.8
21.2
20.5
22.5
Max Q Clear Time (g_c+I1), s
3.0
5.6
5.8
16.2
8.4
14.2
12.2
15.2
Green Ext Time (p_c), s
0.0
1.4
0.1
5.3
0.0
1.3
0.7
2.3
Intersection Summary
HCM 7th Control Delay, s/veh
24.0
HCM 7th LOS
C
4: Sarival Ave & Brown St
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.4
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
6
7
394
10
18
375
Future Vol, veh/h
6
7
394
10
18
375
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
100
-
-
100
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
90
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
8
9
464
13
23
417
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
723
238
0
0
476
0
Stage 1
470
-
-
-
-
-
Stage 2
253
-
-
-
-
-
Critical Hdwy
6.84
6.94
-
-
4.14
-
Critical Hdwy Stg 1
5.84
-
-
-
-
-
Critical Hdwy Stg 2
5.84
-
-
-
-
-
Follow-up Hdwy
3.52
3.32
-
-
2.22
-
Pot Cap-1 Maneuver
361
763
-
-
1082
-
Stage 1
595
-
-
-
-
-
Stage 2
766
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
354
763
-
-
1082
-
Mov Cap-2 Maneuver
354
-
-
-
-
-
Stage 1
595
-
-
-
-
-
Stage 2
750
-
-
-
-
-
Approach
WB
NB
SB
HCM Ctrl Dly, s/v
12.37
0
0.43
HCM LOS
B
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
354
763
1082
-
HCM Lane V/C Ratio
-
- 0.021 0.011 0.021
-
HCM Ctrl Dly (s/v)
-
-
15.4
9.8
8.4
-
HCM Lane LOS
-
-
C
A
A
-
HCM 95th %tile Q(veh)
-
-
0.1
0
0.1
-
5: Sarival Ave & Olive Ave
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
89
160
105
19
304
54
249
360
21
436
v/c Ratio
0.32
0.17
0.21
0.06
0.32
0.12
0.61
0.41
0.04
0.51
Control Delay (s/veh)
17.1
13.0
5.3
13.9
13.6
6.0
14.7
7.8
5.5
8.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
17.1
13.0
5.3
13.9
13.6
6.0
14.7
7.8
5.5
8.3
Queue Length 50th (ft)
13
11
0
3
23
0
28
36
2
41
Queue Length 95th (ft)
50
39
26
16
67
17
92
93
9
109
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
730
2446
1126
838
2446
1110
862
1846
1002
1784
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.12
0.07
0.09
0.02
0.12
0.05
0.29
0.20
0.02
0.24
Intersection Summary
5: Sarival Ave & Olive Ave
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
71
136
89
15
258
43
212
292
13
17
273
98
Future Volume (veh/h)
71
136
89
15
258
43
212
292
13
17
273
98
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
89
160
105
19
304
54
249
344
16
21
321
115
Peak Hour Factor
0.80
0.85
0.85
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
362
852
380
416
852
380
542
929
43
607
688
247
Arrive On Green
0.24
0.24
0.24
0.24
0.24
0.24
0.52
0.52
0.52
0.52
0.52
0.52
Sat Flow, veh/h
1023
3554
1585
1114
3554
1585
953
1773
82
1022
1315
471
Grp Volume(v), veh/h
89
160
105
19
304
54
249
0
360
21
0
436
Grp Sat Flow(s),veh/h/ln
1023
1777
1585
1114
1777
1585
953
0
1856
1022
0
1786
Q Serve(g_s), s
3.0
1.4
2.1
0.5
2.7
1.0
8.5
0.0
4.4
0.5
0.0
5.9
Cycle Q Clear(g_c), s
5.7
1.4
2.1
1.9
2.7
1.0
14.3
0.0
4.4
4.8
0.0
5.9
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.04
1.00
0.26
Lane Grp Cap(c), veh/h
362
852
380
416
852
380
542
0
972
607
0
935
V/C Ratio(X)
0.25
0.19
0.28
0.05
0.36
0.14
0.46
0.00
0.37
0.03
0.00
0.47
Avail Cap(c_a), veh/h
749
2195
979
838
2195
979
1482
0
2804
1616
0
2699
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
14.4
11.5
11.8
12.3
12.0
11.4
10.2
0.0
5.4
6.8
0.0
5.7
Incr Delay (d2), s/veh
0.4
0.1
0.4
0.0
0.3
0.2
0.6
0.0
0.2
0.0
0.0
0.4
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
0.5
0.4
0.5
0.1
0.8
0.3
1.1
0.0
0.7
0.1
0.0
0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
14.8
11.6
12.2
12.3
12.3
11.6
10.8
0.0
5.6
6.8
0.0
6.1
LnGrp LOS
B
B
B
B
B
B
B
A
A
A
Approach Vol, veh/h
354
377
609
457
Approach Delay, s/veh
12.6
12.2
7.7
6.1
Approach LOS
B
B
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
24.4
13.6
24.4
13.6
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
57.5
23.5
57.5
23.5
Max Q Clear Time (g_c+I1), s
16.3
7.7
7.9
4.7
Green Ext Time (p_c), s
3.6
1.4
2.9
1.8
Intersection Summary
HCM 7th Control Delay, s/veh
9.2
HCM 7th LOS
A
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø7
Lane Configurations
Traffic Volume (vph)
132
396
129
473
Future Volume (vph)
132
396
129
473
Turn Type
Perm
Perm
NA
NA
Protected Phases
8
4
7
Permitted Phases
6
6
Detector Phase
6
6
8
4
Switch Phase
Minimum Initial (s)
5.0
5.0
20.0
20.0
5.0
Minimum Split (s)
37.9
37.9
35.0
35.0
13.1
Total Split (s)
30.0
30.0
35.0
35.0
25.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
Yellow Time (s)
3.5
3.5
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
5.9
5.9
6.5
6.5
Lead/Lag
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Act Effct Green (s)
17.1
17.1
20.4
40.8
Actuated g/C Ratio
0.24
0.24
0.29
0.58
v/c Ratio
0.19
0.61
0.28
0.18
Control Delay (s/veh)
21.5
6.6
7.1
7.9
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
21.5
6.6
7.1
7.9
LOS
C
A
A
A
Approach Delay (s/veh)
10.5
7.1
7.9
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 70.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay (s/veh): 9.0
Intersection LOS: A
Intersection Capacity Utilization 51.5%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
155
440
152
526
v/c Ratio
0.19
0.61
0.28
0.18
Control Delay (s/veh)
21.5
6.6
7.1
7.9
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
21.5
6.6
7.1
7.9
Queue Length 50th (ft)
27
0
9
36
Queue Length 95th (ft)
49
65
14
63
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1191
836
765
3918
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.13
0.53
0.20
0.13
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø4
Ø6
Ø7
Lane Configurations
Traffic Volume (vph)
130
194
313
294
Future Volume (vph)
130
194
313
294
Turn Type
NA
Perm
Prot
NA
Protected Phases
8
6 7
4 6 7
4
6
7
Permitted Phases
8
Detector Phase
8
8
6 7
4 6 7
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
5.0
5.0
Minimum Split (s)
35.0
35.0
35.0
37.9
13.1
Total Split (s)
35.0
35.0
35.0
30.0
25.0
Total Split (%)
38.9%
38.9%
39%
33%
28%
Yellow Time (s)
5.0
5.0
5.0
3.5
5.0
All-Red Time (s)
1.5
1.5
1.5
2.4
3.1
Lost Time Adjust (s)
0.0
0.0
Total Lost Time (s)
6.5
6.5
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
Min
None
None
Act Effct Green (s)
20.4
20.4
37.5
70.5
Actuated g/C Ratio
0.29
0.29
0.53
1.00
v/c Ratio
0.28
0.37
0.19
0.10
Control Delay (s/veh)
23.8
5.7
10.3
0.1
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.8
5.7
10.3
0.1
LOS
C
A
B
A
Approach Delay (s/veh)
13.0
5.2
Approach LOS
B
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 70.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay (s/veh): 7.9
Intersection LOS: A
Intersection Capacity Utilization 51.5%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
153
228
348
346
v/c Ratio
0.28
0.37
0.19
0.10
Control Delay (s/veh)
23.8
5.7
10.3
0.1
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.8
5.7
10.3
0.1
Queue Length 50th (ft)
52
0
47
0
Queue Length 95th (ft)
109
44
80
0
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
765
784
2148
3484
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.20
0.29
0.16
0.10
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
H
Appendix H – Year 2030 Build Capacity
Analysis
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
922
334
230
734
263
4
614
Future Volume (vph)
922
334
230
734
263
4
614
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
17.0
17.0
47.0
47.0
47.0
50.0
34.0
33.0
41.0
Total Split (%)
11.0%
11.0%
30.3%
30.3%
30.3%
32%
22%
21%
26%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
40.8
40.8
47.3
73.4
36.0
36.0
36.0
Actuated g/C Ratio
0.28
0.28
0.33
0.51
0.25
0.25
0.25
v/c Ratio
0.48
0.52
0.24
0.31
0.66
0.69
0.66
Control Delay (s/veh)
44.1
6.5
36.3
2.3
57.7
27.9
26.0
Queue Delay
0.0
0.0
0.0
0.0
2.6
1.8
0.0
Total Delay (s/veh)
44.1
6.5
36.3
2.3
60.3
29.7
26.0
LOS
D
A
D
A
E
C
C
Approach Delay (s/veh)
34.1
10.8
36.9
Approach LOS
C
B
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 143.8
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay (s/veh): 27.6
Intersection LOS: C
Intersection Capacity Utilization 66.7%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1024
371
271
816
278
363
355
v/c Ratio
0.48
0.52
0.24
0.31
0.66
0.69
0.66
Control Delay (s/veh)
44.1
6.5
36.3
2.3
57.7
27.9
26.0
Queue Delay
0.0
0.0
0.0
0.0
2.6
1.8
0.0
Total Delay (s/veh)
44.1
6.5
36.3
2.3
60.3
29.7
26.0
Queue Length 50th (ft)
207
0
76
12
251
147
130
Queue Length 95th (ft)
240
81
101
13
352
219
265
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
2142
715
1962
3289
465
557
569
Starvation Cap Reductn
0
0
0
566
0
0
0
Spillback Cap Reductn
0
0
0
0
96
84
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.48
0.52
0.14
0.30
0.75
0.77
0.62
Intersection Summary
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
647
539
502
257
459
2
299
Future Volume (vph)
647
539
502
257
459
2
299
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
33.0
33.0
41.0
41.0
41.0
50.0
17.0
47.0
34.0
Total Split (%)
21.3%
21.3%
26.5%
26.5%
26.5%
32%
11%
30%
22%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
56.3
99.9
28.4
28.4
31.5
31.5
31.5
Actuated g/C Ratio
0.39
0.69
0.20
0.20
0.22
0.22
0.22
v/c Ratio
0.53
0.17
0.37
0.54
0.82
0.83
0.50
Control Delay (s/veh)
32.3
0.4
52.3
9.4
72.9
73.0
8.7
Queue Delay
0.1
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
32.4
0.4
52.3
9.4
72.9
73.0
8.7
LOS
C
A
D
A
E
E
A
Approach Delay (s/veh)
17.9
37.2
52.9
Approach LOS
B
D
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 143.8
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay (s/veh): 33.3
Intersection LOS: C
Intersection Capacity Utilization 66.7%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
719
599
558
302
301
293
271
v/c Ratio
0.53
0.17
0.37
0.54
0.82
0.83
0.50
Control Delay (s/veh)
32.3
0.4
52.3
9.4
72.9
73.0
8.7
Queue Delay
0.1
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
32.4
0.4
52.3
9.4
72.9
73.0
8.7
Queue Length 50th (ft)
353
2
118
0
293
289
0
Queue Length 95th (ft)
366
2
152
63
#471
373
63
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1589
3670
1492
555
395
377
560
Starvation Cap Reductn
201
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.52
0.16
0.37
0.54
0.76
0.78
0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
148
543
202
244
490
174
109
106
45
213
233
v/c Ratio
0.36
0.32
0.24
0.62
0.29
0.51
0.10
0.20
0.12
0.20
0.37
Control Delay (s/veh)
10.4
7.7
2.1
16.7
7.3
22.0
14.2
5.3
15.6
14.3
4.8
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
10.4
7.7
2.1
16.7
7.3
22.0
14.2
5.3
15.6
14.3
4.8
Queue Length 50th (ft)
18
34
0
35
30
31
8
0
7
18
0
Queue Length 95th (ft)
63
90
21
117
78
113
33
28
33
58
38
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
830
3336
1504
788
3310
793
2438
1123
876
2438
1163
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.18
0.16
0.13
0.31
0.15
0.22
0.04
0.09
0.05
0.09
0.20
Intersection Summary
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
126
489
172
207
418
21
148
93
90
36
181
198
Future Volume (veh/h)
126
489
172
207
418
21
148
93
90
36
181
198
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
148
543
202
244
464
26
174
109
106
45
213
233
Peak Hour Factor
0.85
0.90
0.85
0.85
0.90
0.80
0.85
0.85
0.85
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
556
1861
830
462
1792
100
380
1031
460
461
1031
460
Arrive On Green
0.52
0.52
0.52
0.52
0.52
0.52
0.29
0.29
0.29
0.29
0.29
0.29
Sat Flow, veh/h
906
3554
1585
715
3422
191
944
3554
1585
1166
3554
1585
Grp Volume(v), veh/h
148
543
202
244
240
250
174
109
106
45
213
233
Grp Sat Flow(s),veh/h/ln
906
1777
1585
715
1777
1836
944
1777
1585
1166
1777
1585
Q Serve(g_s), s
5.2
4.2
3.4
14.1
3.6
3.6
8.2
1.1
2.5
1.4
2.2
5.9
Cycle Q Clear(g_c), s
8.8
4.2
3.4
18.2
3.6
3.6
10.4
1.1
2.5
2.5
2.2
5.9
Prop In Lane
1.00
1.00
1.00
0.10
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
556
1861
830
462
931
962
380
1031
460
461
1031
460
V/C Ratio(X)
0.27
0.29
0.24
0.53
0.26
0.26
0.46
0.11
0.23
0.10
0.21
0.51
Avail Cap(c_a), veh/h
1085
3935
1755
880
1968
2033
644
2023
902
787
2023
902
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
8.8
6.5
6.3
11.6
6.3
6.3
16.9
12.6
13.1
13.5
13.0
14.3
Incr Delay (d2), s/veh
0.3
0.1
0.2
0.9
0.1
0.1
0.9
0.0
0.3
0.1
0.1
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
0.7
0.9
0.7
1.6
0.8
0.9
1.5
0.3
0.7
0.3
0.7
1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
9.0
6.6
6.4
12.5
6.5
6.5
17.8
12.6
13.3
13.6
13.1
15.1
LnGrp LOS
A
A
A
B
A
A
B
B
B
B
B
B
Approach Vol, veh/h
893
734
389
491
Approach Delay, s/veh
6.9
8.5
15.1
14.1
Approach LOS
A
A
B
B
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
18.5
29.8
18.5
29.8
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
27.5
53.5
27.5
53.5
Max Q Clear Time (g_c+I1), s
12.4
10.8
7.9
20.2
Green Ext Time (p_c), s
1.6
5.4
2.0
5.1
Intersection Summary
HCM 7th Control Delay, s/veh
10.1
HCM 7th LOS
B
4: Sarival Ave & Driveway A/Brown St
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.1
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
9
0
4
17
0
14
17
299
13
11
469
39
Future Vol, veh/h
9
0
4
17
0
14
17
299
13
11
469
39
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
0
-
-
0
-
-
150
-
-
150
-
150
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
92
80
80
92
80
80
85
80
80
90
80
Heavy Vehicles, %
34
34
34
2
2
2
6
2
2
2
2
6
Mvmt Flow
11
0
5
21
0
18
21
352
16
14
521
49
Major/Minor
Minor2
Minor1
Major1
Major2
Conflicting Flow All
767
959
261
690
1000
184
570
0
0
368
0
0
Stage 1
549
549
-
402
402
-
-
-
-
-
-
-
Stage 2
218
411
-
288
597
-
-
-
-
-
-
-
Critical Hdwy
8.18
7.18
7.58
7.54
6.54
6.94
4.22
-
-
4.14
-
-
Critical Hdwy Stg 1
7.18
6.18
-
6.54
5.54
-
-
-
-
-
-
-
Critical Hdwy Stg 2
7.18
6.18
-
6.54
5.54
-
-
-
-
-
-
-
Follow-up Hdwy
3.84
4.34
3.64
3.52
4.02
3.32
2.26
-
-
2.22
-
-
Pot Cap-1 Maneuver
240
207
650
331
242
827
972
-
-
1187
-
-
Stage 1
415
442
-
596
599
-
-
-
-
-
-
-
Stage 2
680
520
-
695
489
-
-
-
-
-
-
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
227
200
650
318
234
827
972
-
-
1187
-
-
Mov Cap-2 Maneuver
227
200
-
318
234
-
-
-
-
-
-
-
Stage 1
410
437
-
583
585
-
-
-
-
-
-
-
Stage 2
651
508
-
682
484
-
-
-
-
-
-
-
Approach
EB
WB
NB
SB
HCM Ctrl Dly, s/v
18.25
13.67
0.48
0.19
HCM LOS
C
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLn1 EBLn2WBLn1WBLn2
SBL
SBT
SBR
Capacity (veh/h)
972
-
-
227
650
318
827
1187
-
-
HCM Lane V/C Ratio
0.022
-
- 0.049 0.008 0.067 0.021 0.012
-
-
HCM Ctrl Dly (s/v)
8.8
-
-
21.7
10.6
17.1
9.4
8.1
-
-
HCM Lane LOS
A
-
-
C
B
C
A
A
-
-
HCM 95th %tile Q(veh)
0.1
-
-
0.2
0
0.2
0.1
0
-
-
5: Sarival Ave & Olive Ave
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
164
308
267
18
189
19
172
224
20
458
v/c Ratio
0.42
0.26
0.38
0.05
0.16
0.04
0.56
0.30
0.04
0.61
Control Delay (s/veh)
15.2
10.8
3.9
11.1
10.4
6.1
17.3
9.0
7.8
11.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
15.2
10.8
3.9
11.1
10.4
6.1
17.3
9.0
7.8
11.0
Queue Length 50th (ft)
22
20
0
2
12
0
22
25
2
45
Queue Length 95th (ft)
81
60
34
14
40
9
81
75
11
137
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
990
2974
1373
883
2974
1333
731
1789
1112
1659
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.17
0.10
0.19
0.02
0.06
0.01
0.24
0.13
0.02
0.28
Intersection Summary
5: Sarival Ave & Olive Ave
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
139
262
227
14
161
15
146
185
5
16
187
202
Future Volume (veh/h)
139
262
227
14
161
15
146
185
5
16
187
202
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
164
308
267
18
189
19
172
218
6
20
220
238
Peak Hour Factor
0.85
0.85
0.85
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
491
1060
473
382
1060
473
442
847
23
644
384
415
Arrive On Green
0.30
0.30
0.30
0.30
0.30
0.30
0.47
0.47
0.47
0.47
0.47
0.47
Sat Flow, veh/h
1174
3554
1585
838
3554
1585
934
1812
50
1157
822
889
Grp Volume(v), veh/h
164
308
267
18
189
19
172
0
224
20
0
458
Grp Sat Flow(s),veh/h/ln
1174
1777
1585
838
1777
1585
934
0
1861
1157
0
1710
Q Serve(g_s), s
4.6
2.6
5.5
0.6
1.5
0.3
6.3
0.0
2.8
0.4
0.0
7.5
Cycle Q Clear(g_c), s
6.1
2.6
5.5
3.2
1.5
0.3
13.8
0.0
2.8
3.2
0.0
7.5
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.03
1.00
0.52
Lane Grp Cap(c), veh/h
491
1060
473
382
1060
473
442
0
870
644
0
800
V/C Ratio(X)
0.33
0.29
0.56
0.05
0.18
0.04
0.39
0.00
0.26
0.03
0.00
0.57
Avail Cap(c_a), veh/h
1103
2912
1299
818
2912
1299
1208
0
2397
1593
0
2202
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
12.3
10.4
11.4
11.6
10.0
9.6
12.5
0.0
6.2
7.2
0.0
7.4
Incr Delay (d2), s/veh
0.4
0.2
1.1
0.1
0.1
0.0
0.6
0.0
0.2
0.0
0.0
0.7
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
0.7
1.4
0.1
0.4
0.1
1.0
0.0
0.6
0.1
0.0
1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
12.7
10.5
12.4
11.6
10.1
9.6
13.0
0.0
6.4
7.2
0.0
8.1
LnGrp LOS
B
B
B
B
B
A
B
A
A
A
Approach Vol, veh/h
739
226
396
478
Approach Delay, s/veh
11.7
10.2
9.2
8.1
Approach LOS
B
B
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
22.5
16.0
22.5
16.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
49.5
31.5
49.5
31.5
Max Q Clear Time (g_c+I1), s
15.8
8.1
9.5
5.2
Green Ext Time (p_c), s
2.2
3.3
3.1
1.2
Intersection Summary
HCM 7th Control Delay, s/veh
10.0
HCM 7th LOS
B
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø3
Ø4
Lane Configurations
Traffic Volume (vph)
112
302
71
417
Future Volume (vph)
112
302
71
417
Turn Type
Prot
Perm
NA
NA
Protected Phases
2
8
8
3
4
Permitted Phases
2
Detector Phase
2
2
8
8
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
20.0
Minimum Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.4
7.4
6.5
6.5
Lead/Lag
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Min
Act Effct Green (s)
20.0
20.0
43.1
43.1
Actuated g/C Ratio
0.26
0.26
0.56
0.56
v/c Ratio
0.15
0.51
0.08
0.16
Control Delay (s/veh)
23.1
6.1
0.2
8.3
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.1
6.1
0.2
8.3
LOS
C
A
A
A
Approach Delay (s/veh)
10.9
0.2
8.3
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 77
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay (s/veh): 8.8
Intersection LOS: A
Intersection Capacity Utilization 46.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
132
336
84
463
v/c Ratio
0.15
0.51
0.08
0.16
Control Delay (s/veh)
23.1
6.1
0.2
8.3
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.1
6.1
0.2
8.3
Queue Length 50th (ft)
25
0
0
36
Queue Length 95th (ft)
44
61
0
51
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1007
702
1294
3534
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.13
0.48
0.06
0.13
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø2
Ø8
Lane Configurations
Traffic Volume (vph)
71
149
357
170
Future Volume (vph)
71
149
357
170
Turn Type
NA
Perm
Prot
NA
Protected Phases
4
3
3 4
2
8
Permitted Phases
4
Detector Phase
4
4
3
3 4
Switch Phase
Minimum Initial (s)
20.0
20.0
5.0
20.0
20.0
Minimum Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (%)
38.9%
38.9%
27.8%
33%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
1.5
1.5
3.1
2.4
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
6.5
6.5
8.1
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
None
None
Min
Act Effct Green (s)
20.0
20.0
15.0
41.5
Actuated g/C Ratio
0.26
0.26
0.19
0.54
v/c Ratio
0.18
0.32
0.59
0.10
Control Delay (s/veh)
24.1
6.0
30.3
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
24.1
6.0
30.3
6.8
LOS
C
A
C
A
Approach Delay (s/veh)
12.1
22.4
Approach LOS
B
C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 77
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay (s/veh): 19.2
Intersection LOS: B
Intersection Capacity Utilization 46.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
89
175
397
200
v/c Ratio
0.18
0.32
0.59
0.10
Control Delay (s/veh)
24.1
6.0
30.3
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
24.1
6.0
30.3
6.8
Queue Length 50th (ft)
34
0
94
16
Queue Length 95th (ft)
62
39
139
25
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
689
696
753
1995
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.13
0.25
0.53
0.10
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
8: Sarival Ave & Drivway B
04/03/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.5
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
11
5
19
310
444
45
Future Vol, veh/h
11
5
19
310
444
45
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
150
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
34
34
6
2
2
6
Mvmt Flow
14
6
24
344
493
56
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
885
247
550
0
-
0
Stage 1
493
-
-
-
-
-
Stage 2
392
-
-
-
-
-
Critical Hdwy
7.11
7.41
4.19
-
-
-
Critical Hdwy Stg 1
6.31
-
-
-
-
-
Critical Hdwy Stg 2
5.91
-
-
-
-
-
Follow-up Hdwy
3.823 3.623 2.257
-
-
-
Pot Cap-1 Maneuver
253
675
995
-
-
-
Stage 1
510
-
-
-
-
-
Stage 2
605
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
247
675
995
-
-
-
Mov Cap-2 Maneuver
360
-
-
-
-
-
Stage 1
497
-
-
-
-
-
Stage 2
605
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
13.83
0.56
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
995
-
360
675
-
-
HCM Lane V/C Ratio
0.024
- 0.038 0.009
-
-
HCM Ctrl Dly (s/v)
8.7
-
15.4
10.4
-
-
HCM Lane LOS
A
-
C
B
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
9: Sarival Ave & Driveway C
04/03/2025
2030 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.5
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
11
5
19
319
403
45
Future Vol, veh/h
11
5
19
319
403
45
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
-
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
34
34
6
2
2
6
Mvmt Flow
14
6
24
354
448
56
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
850
448
504
0
-
0
Stage 1
448
-
-
-
-
-
Stage 2
402
-
-
-
-
-
Critical Hdwy
6.74
6.54
4.16
-
-
-
Critical Hdwy Stg 1
5.74
-
-
-
-
-
Critical Hdwy Stg 2
5.74
-
-
-
-
-
Follow-up Hdwy
3.806 3.606 2.254
-
-
-
Pot Cap-1 Maneuver
292
549
1040
-
-
-
Stage 1
581
-
-
-
-
-
Stage 2
612
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
284
549
1040
-
-
-
Mov Cap-2 Maneuver
397
-
-
-
-
-
Stage 1
565
-
-
-
-
-
Stage 2
612
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
13.53
0.54
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
113
-
397
549
-
-
HCM Lane V/C Ratio
0.023
- 0.035 0.011
-
-
HCM Ctrl Dly (s/v)
8.5
0
14.4
11.6
-
-
HCM Lane LOS
A
A
B
B
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
1267
510
347
786
332
4
410
Future Volume (vph)
1267
510
347
786
332
4
410
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
46.0
46.0
52.0
52.0
52.0
15.0
20.0
41.0
42.0
Total Split (%)
29.7%
29.7%
33.5%
33.5%
33.5%
10%
13%
26%
27%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
41.4
41.4
48.0
81.9
41.5
41.5
41.5
Actuated g/C Ratio
0.28
0.28
0.32
0.54
0.28
0.28
0.28
v/c Ratio
0.68
0.67
0.35
0.32
0.62
0.60
0.52
Control Delay (s/veh)
51.3
7.7
58.1
3.0
54.4
40.2
26.7
Queue Delay
3.5
0.0
0.0
0.1
5.3
3.8
0.0
Total Delay (s/veh)
54.7
7.7
58.1
3.0
59.6
43.9
26.7
LOS
D
A
E
A
E
D
C
Approach Delay (s/veh)
41.2
19.9
43.9
Approach LOS
D
B
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 150.4
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay (s/veh): 35.2
Intersection LOS: D
Intersection Capacity Utilization 78.9%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1408
567
386
873
288
278
264
v/c Ratio
0.68
0.67
0.35
0.32
0.62
0.60
0.52
Control Delay (s/veh)
51.3
7.7
58.1
3.0
54.4
40.2
26.7
Queue Delay
3.5
0.0
0.0
0.1
5.3
3.8
0.0
Total Delay (s/veh)
54.7
7.7
58.1
3.0
59.6
43.9
26.7
Queue Length 50th (ft)
320
0
153
17
265
196
117
Queue Length 95th (ft)
356
108
201
19
375
256
217
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
2075
846
1094
2769
499
496
537
Starvation Cap Reductn
0
0
0
599
0
0
0
Spillback Cap Reductn
556
0
0
0
150
140
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.93
0.67
0.35
0.40
0.83
0.78
0.49
Intersection Summary
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
814
781
779
409
351
0
403
Future Volume (vph)
814
781
779
409
351
0
403
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
41.0
41.0
42.0
42.0
42.0
15.0
46.0
52.0
20.0
Total Split (%)
26.5%
26.5%
27.1%
27.1%
27.1%
10%
30%
34%
13%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
54.0
105.5
36.4
36.4
32.6
32.6
32.6
Actuated g/C Ratio
0.36
0.70
0.24
0.24
0.22
0.22
0.22
v/c Ratio
0.73
0.24
0.48
0.63
0.79
0.67
0.54
Control Delay (s/veh)
40.1
0.4
50.6
8.2
72.8
40.1
16.5
Queue Delay
2.3
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
42.4
0.5
50.6
8.2
72.8
40.1
16.5
LOS
D
A
D
A
E
D
B
Approach Delay (s/veh)
21.9
36.0
43.8
Approach LOS
C
D
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 150.4
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay (s/veh): 31.3
Intersection LOS: C
Intersection Capacity Utilization 78.9%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
904
868
866
454
289
280
269
v/c Ratio
0.73
0.24
0.48
0.63
0.79
0.67
0.54
Control Delay (s/veh)
40.1
0.4
50.6
8.2
72.8
40.1
16.5
Queue Delay
2.3
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
42.4
0.5
50.6
8.2
72.8
40.1
16.5
Queue Length 50th (ft)
488
2
189
0
292
169
47
Queue Length 95th (ft)
559
2
220
101
#430
232
146
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1306
3673
1823
726
387
436
511
Starvation Cap Reductn
265
1537
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.87
0.41
0.48
0.63
0.75
0.64
0.53
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
368
829
140
133
707
342
245
91
34
224
282
v/c Ratio
0.77
0.59
0.19
0.40
0.81
0.76
0.24
0.15
0.13
0.46
0.61
Control Delay (s/veh)
28.4
22.1
2.1
15.5
36.9
34.0
24.2
0.6
19.6
34.9
10.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
28.4
22.1
2.1
15.5
36.9
34.0
24.2
0.6
19.6
34.9
10.5
Queue Length 50th (ft)
115
172
0
31
174
141
55
0
12
56
0
Queue Length 95th (ft)
#266
261
15
62
#278
#208
81
0
27
85
53
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
521
1443
753
357
965
450
1200
657
269
850
594
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.71
0.57
0.19
0.37
0.73
0.76
0.20
0.14
0.13
0.26
0.47
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3: Sarival Ave & Peoria Ave
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
331
746
119
113
604
29
291
208
73
27
190
240
Future Volume (veh/h)
331
746
119
113
604
29
291
208
73
27
190
240
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
368
829
140
133
671
36
342
245
91
34
224
282
Peak Hour Factor
0.90
0.90
0.85
0.85
0.90
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
442
1184
528
304
795
43
509
1177
525
364
730
326
Arrive On Green
0.18
0.33
0.33
0.08
0.23
0.23
0.16
0.33
0.33
0.03
0.21
0.21
Sat Flow, veh/h
1781
3554
1585
1781
3430
184
1781
3554
1585
1781
3554
1585
Grp Volume(v), veh/h
368
829
140
133
347
360
342
245
91
34
224
282
Grp Sat Flow(s),veh/h/ln
1781
1777
1585
1781
1777
1837
1781
1777
1585
1781
1777
1585
Q Serve(g_s), s
11.8
16.2
5.2
4.5
14.9
15.0
11.6
4.0
3.3
1.2
4.3
13.8
Cycle Q Clear(g_c), s
11.8
16.2
5.2
4.5
14.9
15.0
11.6
4.0
3.3
1.2
4.3
13.8
Prop In Lane
1.00
1.00
1.00
0.10
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
442
1184
528
304
412
426
509
1177
525
364
730
326
V/C Ratio(X)
0.83
0.70
0.27
0.44
0.84
0.84
0.67
0.21
0.17
0.09
0.31
0.87
Avail Cap(c_a), veh/h
553
1399
624
368
473
489
509
1177
525
416
831
371
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
18.5
23.2
19.5
21.2
29.3
29.4
18.9
19.2
19.0
23.6
26.9
30.7
Incr Delay (d2), s/veh
8.7
1.3
0.3
1.0
11.8
11.5
3.5
0.1
0.2
0.1
0.2
17.3
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
5.2
6.3
1.8
1.8
7.2
7.4
4.7
1.5
1.1
0.5
1.7
6.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
27.2
24.5
19.8
22.2
41.1
40.9
22.3
19.3
19.1
23.7
27.2
48.0
LnGrp LOS
C
C
B
C
D
D
C
B
B
C
C
D
Approach Vol, veh/h
1337
840
678
540
Approach Delay, s/veh
24.7
38.0
20.8
37.8
Approach LOS
C
D
C
D
Timer - Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
7.2
31.0
10.7
31.2
17.2
20.9
18.8
23.0
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
5.0
26.4
9.1
31.5
12.7
18.7
19.3
21.3
Max Q Clear Time (g_c+I1), s
3.2
6.0
6.5
18.2
13.6
15.8
13.8
17.0
Green Ext Time (p_c), s
0.0
1.6
0.1
4.7
0.0
0.7
0.6
1.6
Intersection Summary
HCM 7th Control Delay, s/veh
29.3
HCM 7th LOS
C
4: Sarival Ave & Driveway A/Brown St
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.5
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
38
0
16
6
0
7
5
482
10
18
401
11
Future Vol, veh/h
38
0
16
6
0
7
5
482
10
18
401
11
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
0
-
-
0
-
-
150
-
-
150
-
150
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
92
80
80
92
80
80
90
80
80
90
80
Heavy Vehicles, %
9
9
9
2
2
2
20
2
2
2
2
20
Mvmt Flow
48
0
20
8
0
9
6
536
13
23
446
14
Major/Minor
Minor2
Minor1
Major1
Major2
Conflicting Flow All
771
1051
223
822
1059
274
459
0
0
548
0
0
Stage 1
491
491
-
554
554
-
-
-
-
-
-
-
Stage 2
280
561
-
268
504
-
-
-
-
-
-
-
Critical Hdwy
7.68
6.68
7.08
7.54
6.54
6.94
4.5
-
-
4.14
-
-
Critical Hdwy Stg 1
6.68
5.68
-
6.54
5.54
-
-
-
-
-
-
-
Critical Hdwy Stg 2
6.68
5.68
-
6.54
5.54
-
-
-
-
-
-
-
Follow-up Hdwy
3.59
4.09
3.39
3.52
4.02
3.32
2.4
-
-
2.22
-
-
Pot Cap-1 Maneuver
278
214
760
266
223
724
981
-
-
1018
-
-
Stage 1
510
529
-
484
512
-
-
-
-
-
-
-
Stage 2
683
491
-
715
539
-
-
-
-
-
-
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
266
208
760
252
217
724
981
-
-
1018
-
-
Mov Cap-2 Maneuver
266
208
-
252
217
-
-
-
-
-
-
-
Stage 1
499
518
-
481
509
-
-
-
-
-
-
-
Stage 2
671
488
-
680
527
-
-
-
-
-
-
-
Approach
EB
WB
NB
SB
HCM Ctrl Dly, s/v
18
14.52
0.1
0.4
HCM LOS
C
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLn1 EBLn2WBLn1WBLn2
SBL
SBT
SBR
Capacity (veh/h)
981
-
-
266
760
252
724
1018
-
-
HCM Lane V/C Ratio
0.006
-
- 0.178 0.026
0.03 0.012 0.022
-
-
HCM Ctrl Dly (s/v)
8.7
-
-
21.4
9.9
19.7
10
8.6
-
-
HCM Lane LOS
A
-
-
C
A
C
B
A
-
-
HCM 95th %tile Q(veh)
0
-
-
0.6
0.1
0.1
0
0.1
-
-
5: Sarival Ave & Olive Ave
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
93
160
105
19
304
58
249
353
33
469
v/c Ratio
0.33
0.17
0.21
0.06
0.32
0.12
0.64
0.39
0.07
0.53
Control Delay (s/veh)
18.6
14.2
5.6
15.3
14.8
6.3
16.4
7.8
6.0
9.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
18.6
14.2
5.6
15.3
14.8
6.3
16.4
7.8
6.0
9.0
Queue Length 50th (ft)
15
13
0
3
25
0
31
37
3
50
Queue Length 95th (ft)
58
44
28
18
76
19
106
109
14
147
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
851
2853
1296
978
2853
1287
761
1755
954
1697
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.11
0.06
0.08
0.02
0.11
0.05
0.33
0.20
0.03
0.28
Intersection Summary
5: Sarival Ave & Olive Ave
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
74
136
89
15
258
46
212
303
13
26
309
107
Future Volume (veh/h)
74
136
89
15
258
46
212
303
13
26
309
107
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
92
160
105
19
304
58
249
337
16
32
343
126
Peak Hour Factor
0.80
0.85
0.85
0.80
0.85
0.80
0.85
0.90
0.80
0.80
0.90
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
353
860
384
408
860
384
520
948
45
616
698
257
Arrive On Green
0.24
0.24
0.24
0.24
0.24
0.24
0.54
0.54
0.54
0.54
0.54
0.54
Sat Flow, veh/h
1020
3554
1585
1114
3554
1585
924
1771
84
1028
1305
479
Grp Volume(v), veh/h
92
160
105
19
304
58
249
0
353
32
0
469
Grp Sat Flow(s),veh/h/ln
1020
1777
1585
1114
1777
1585
924
0
1855
1028
0
1784
Q Serve(g_s), s
3.3
1.4
2.2
0.6
2.9
1.2
9.4
0.0
4.4
0.7
0.0
6.7
Cycle Q Clear(g_c), s
6.2
1.4
2.2
2.0
2.9
1.2
16.1
0.0
4.4
5.2
0.0
6.7
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.05
1.00
0.27
Lane Grp Cap(c), veh/h
353
860
384
408
860
384
520
0
993
616
0
955
V/C Ratio(X)
0.26
0.19
0.27
0.05
0.35
0.15
0.48
0.00
0.36
0.05
0.00
0.49
Avail Cap(c_a), veh/h
901
2770
1236
1007
2770
1236
1157
0
2273
1325
0
2186
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
15.3
12.2
12.4
12.9
12.7
12.0
11.0
0.0
5.4
6.9
0.0
5.9
Incr Delay (d2), s/veh
0.4
0.1
0.4
0.0
0.2
0.2
0.7
0.0
0.2
0.0
0.0
0.4
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
0.6
0.4
0.6
0.1
0.8
0.3
1.3
0.0
0.8
0.1
0.0
1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
15.6
12.3
12.8
13.0
12.9
12.2
11.7
0.0
5.6
6.9
0.0
6.3
LnGrp LOS
B
B
B
B
B
B
B
A
A
A
Approach Vol, veh/h
357
381
602
501
Approach Delay, s/veh
13.3
12.8
8.1
6.4
Approach LOS
B
B
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
26.1
14.3
26.1
14.3
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
49.5
31.5
49.5
31.5
Max Q Clear Time (g_c+I1), s
18.1
8.2
8.7
4.9
Green Ext Time (p_c), s
3.5
1.6
3.2
2.0
Intersection Summary
HCM 7th Control Delay, s/veh
9.6
HCM 7th LOS
A
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø3
Ø4
Lane Configurations
Traffic Volume (vph)
132
404
132
509
Future Volume (vph)
132
404
132
509
Turn Type
Prot
Perm
NA
NA
Protected Phases
2
8
8
3
4
Permitted Phases
2
Detector Phase
2
2
8
8
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
20.0
Minimum Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.4
7.4
6.5
6.5
Lead/Lag
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Min
Act Effct Green (s)
20.0
20.0
43.5
43.5
Actuated g/C Ratio
0.26
0.26
0.56
0.56
v/c Ratio
0.17
0.61
0.15
0.20
Control Delay (s/veh)
23.7
6.7
0.3
8.5
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.7
6.7
0.3
8.5
LOS
C
A
A
A
Approach Delay (s/veh)
11.0
0.3
8.5
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 77.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay (s/veh): 8.7
Intersection LOS: A
Intersection Capacity Utilization 53.3%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
155
449
155
566
v/c Ratio
0.17
0.61
0.15
0.20
Control Delay (s/veh)
23.7
6.7
0.3
8.5
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.7
6.7
0.3
8.5
Queue Length 50th (ft)
30
0
0
45
Queue Length 95th (ft)
52
73
0
61
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1002
780
1288
3516
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.15
0.58
0.12
0.16
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø2
Ø8
Lane Configurations
Traffic Volume (vph)
133
194
340
303
Future Volume (vph)
133
194
340
303
Turn Type
NA
Perm
Prot
NA
Protected Phases
4
3
3 4
2
8
Permitted Phases
4
Detector Phase
4
4
3
3 4
Switch Phase
Minimum Initial (s)
20.0
20.0
5.0
20.0
20.0
Minimum Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (%)
38.9%
38.9%
27.8%
33%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
1.5
1.5
3.1
2.4
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
6.5
6.5
8.1
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
None
None
Min
Act Effct Green (s)
20.5
20.5
14.9
41.9
Actuated g/C Ratio
0.26
0.26
0.19
0.54
v/c Ratio
0.32
0.39
0.57
0.18
Control Delay (s/veh)
25.5
5.7
29.9
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
25.5
5.7
29.9
6.8
LOS
C
A
C
A
Approach Delay (s/veh)
13.8
19.0
Approach LOS
B
B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 77.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay (s/veh): 17.2
Intersection LOS: B
Intersection Capacity Utilization 53.3%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
156
228
378
337
v/c Ratio
0.32
0.39
0.57
0.18
Control Delay (s/veh)
25.5
5.7
29.9
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
25.5
5.7
29.9
6.8
Queue Length 50th (ft)
62
0
90
27
Queue Length 95th (ft)
106
42
137
41
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
686
727
749
1988
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.23
0.31
0.50
0.17
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
8: Sarival Ave & Drivway B
04/03/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
44
19
6
455
409
13
Future Vol, veh/h
44
19
6
455
409
13
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
150
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
9
9
20
2
2
20
Mvmt Flow
55
24
8
506
454
16
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
975
227
471
0
-
0
Stage 1
454
-
-
-
-
-
Stage 2
521
-
-
-
-
-
Critical Hdwy
6.735 7.035
4.4
-
-
-
Critical Hdwy Stg 1
5.935
-
-
-
-
-
Critical Hdwy Stg 2
5.535
-
-
-
-
-
Follow-up Hdwy
3.58553.3855
2.39
-
-
-
Pot Cap-1 Maneuver
253
758
987
-
-
-
Stage 1
590
-
-
-
-
-
Stage 2
578
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
251
758
987
-
-
-
Mov Cap-2 Maneuver
380
-
-
-
-
-
Stage 1
586
-
-
-
-
-
Stage 2
578
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
14.21
0.13
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
987
-
380
758
-
-
HCM Lane V/C Ratio
0.008
- 0.145 0.031
-
-
HCM Ctrl Dly (s/v)
8.7
-
16.1
9.9
-
-
HCM Lane LOS
A
-
C
A
-
-
HCM 95th %tile Q(veh)
0
-
0.5
0.1
-
-
9: Sarival Ave & Driveway C
04/03/2025
2030 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
44
19
6
417
415
13
Future Vol, veh/h
44
19
6
417
415
13
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
-
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
9
9
20
2
2
20
Mvmt Flow
55
24
8
463
461
16
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
939
461
477
0
-
0
Stage 1
461
-
-
-
-
-
Stage 2
478
-
-
-
-
-
Critical Hdwy
6.49
6.29
4.3
-
-
-
Critical Hdwy Stg 1
5.49
-
-
-
-
-
Critical Hdwy Stg 2
5.49
-
-
-
-
-
Follow-up Hdwy
3.581 3.381
2.38
-
-
-
Pot Cap-1 Maneuver
284
586
997
-
-
-
Stage 1
620
-
-
-
-
-
Stage 2
609
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
282
586
997
-
-
-
Mov Cap-2 Maneuver
408
-
-
-
-
-
Stage 1
614
-
-
-
-
-
Stage 2
609
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
14.06
0.14
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
29
-
408
586
-
-
HCM Lane V/C Ratio
0.008
- 0.135 0.041
-
-
HCM Ctrl Dly (s/v)
8.6
0
15.2
11.4
-
-
HCM Lane LOS
A
A
C
B
-
-
HCM 95th %tile Q(veh)
0
-
0.5
0.1
-
-
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
I
Appendix I – Year 2035 No Build Capacity
Analysis
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
1026
372
246
772
237
4
657
Future Volume (vph)
1026
372
246
772
237
4
657
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
29.0
29.0
48.0
48.0
48.0
36.0
30.0
35.0
42.0
Total Split (%)
18.7%
18.7%
31.0%
31.0%
31.0%
23%
19%
23%
27%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
43.1
43.1
48.9
76.9
36.7
36.7
36.7
Actuated g/C Ratio
0.29
0.29
0.33
0.52
0.25
0.25
0.25
v/c Ratio
0.52
0.55
0.26
0.33
0.60
0.77
0.74
Control Delay (s/veh)
45.7
6.7
37.5
2.2
56.6
37.2
35.4
Queue Delay
0.3
0.0
0.0
0.0
5.4
18.0
0.0
Total Delay (s/veh)
46.0
6.7
37.5
2.3
61.9
55.2
35.4
LOS
D
A
D
A
E
E
D
Approach Delay (s/veh)
35.6
11.1
49.5
Approach LOS
D
B
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 148.3
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay (s/veh): 31.8
Intersection LOS: C
Intersection Capacity Utilization 71.0%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1140
413
289
858
251
383
380
v/c Ratio
0.52
0.55
0.26
0.33
0.60
0.77
0.74
Control Delay (s/veh)
45.7
6.7
37.5
2.2
56.6
37.2
35.4
Queue Delay
0.3
0.0
0.0
0.0
5.4
18.0
0.0
Total Delay (s/veh)
46.0
6.7
37.5
2.3
61.9
55.2
35.4
Queue Length 50th (ft)
239
0
84
12
233
209
194
Queue Length 95th (ft)
277
88
105
13
313
274
333
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
2191
752
1602
3295
462
535
548
Starvation Cap Reductn
0
0
0
574
0
0
0
Spillback Cap Reductn
428
0
0
0
151
144
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.65
0.55
0.18
0.32
0.81
0.98
0.69
Intersection Summary
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
739
523
530
277
485
3
274
Future Volume (vph)
739
523
530
277
485
3
274
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
35.0
35.0
42.0
42.0
42.0
36.0
29.0
48.0
30.0
Total Split (%)
22.6%
22.6%
27.1%
27.1%
27.1%
23%
19%
31%
19%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
57.7
103.3
30.4
30.4
32.7
32.7
32.7
Actuated g/C Ratio
0.39
0.70
0.20
0.20
0.22
0.22
0.22
v/c Ratio
0.61
0.16
0.38
0.56
0.80
0.85
0.50
Control Delay (s/veh)
40.5
0.4
52.8
9.1
72.5
76.7
8.7
Queue Delay
0.3
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
40.8
0.4
52.8
9.1
72.5
76.7
8.7
LOS
D
A
D
A
E
E
A
Approach Delay (s/veh)
24.1
37.3
54.0
Approach LOS
C
D
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 148.3
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay (s/veh): 36.0
Intersection LOS: D
Intersection Capacity Utilization 71.0%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
821
581
589
326
296
299
270
v/c Ratio
0.61
0.16
0.38
0.56
0.80
0.85
0.50
Control Delay (s/veh)
40.5
0.4
52.8
9.1
72.5
76.7
8.7
Queue Delay
0.3
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
40.8
0.4
52.8
9.1
72.5
76.7
8.7
Queue Length 50th (ft)
432
1
130
0
301
315
0
Queue Length 95th (ft)
512
1
158
63
#446
383
61
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1468
3681
1547
583
394
376
558
Starvation Cap Reductn
207
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.65
0.16
0.38
0.56
0.75
0.80
0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
158
606
84
267
545
153
121
122
51
233
259
v/c Ratio
0.37
0.34
0.10
0.67
0.30
0.50
0.13
0.23
0.15
0.24
0.42
Control Delay (s/veh)
10.1
7.3
2.1
18.7
6.9
25.2
17.2
6.0
19.1
17.3
5.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
10.1
7.3
2.1
18.7
6.9
25.2
17.2
6.0
19.1
17.3
5.6
Queue Length 50th (ft)
20
40
0
42
34
32
12
0
10
23
0
Queue Length 95th (ft)
69
103
13
142
91
119
43
33
43
75
44
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
762
3226
1450
708
3198
730
2284
1065
811
2284
1114
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.21
0.19
0.06
0.38
0.17
0.21
0.05
0.11
0.06
0.10
0.23
Intersection Summary
3: Sarival Ave & Peoria Ave
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
134
545
67
227
463
25
130
103
104
41
198
220
Future Volume (veh/h)
134
545
67
227
463
25
130
103
104
41
198
220
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
158
606
84
267
514
31
153
121
122
51
233
259
Peak Hour Factor
0.85
0.90
0.80
0.85
0.90
0.80
0.85
0.85
0.85
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
540
1932
862
481
1852
111
348
992
442
430
992
442
Arrive On Green
0.54
0.54
0.54
0.54
0.54
0.54
0.28
0.28
0.28
0.28
0.28
0.28
Sat Flow, veh/h
862
3554
1585
753
3405
205
905
3554
1585
1137
3554
1585
Grp Volume(v), veh/h
158
606
84
267
268
277
153
121
122
51
233
259
Grp Sat Flow(s),veh/h/ln
862
1777
1585
753
1777
1833
905
1777
1585
1137
1777
1585
Q Serve(g_s), s
6.1
4.8
1.3
15.3
4.1
4.1
8.0
1.3
3.1
1.8
2.6
7.2
Cycle Q Clear(g_c), s
10.3
4.8
1.3
20.1
4.1
4.1
10.5
1.3
3.1
3.1
2.6
7.2
Prop In Lane
1.00
1.00
1.00
0.11
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
540
1932
862
481
966
997
348
992
442
430
992
442
V/C Ratio(X)
0.29
0.31
0.10
0.56
0.28
0.28
0.44
0.12
0.28
0.12
0.23
0.59
Avail Cap(c_a), veh/h
979
3744
1670
865
1872
1932
586
1925
858
729
1925
858
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
9.0
6.4
5.6
11.9
6.2
6.2
18.2
13.7
14.3
14.8
14.1
15.8
Incr Delay (d2), s/veh
0.3
0.1
0.0
1.0
0.2
0.2
0.9
0.1
0.3
0.1
0.1
1.2
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
0.8
1.1
0.3
1.9
0.9
1.0
1.4
0.4
0.9
0.4
0.8
2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
9.3
6.5
5.6
12.9
6.4
6.4
19.1
13.7
14.6
14.9
14.2
17.0
LnGrp LOS
A
A
A
B
A
A
B
B
B
B
B
B
Approach Vol, veh/h
848
812
396
543
Approach Delay, s/veh
6.9
8.5
16.1
15.6
Approach LOS
A
A
B
B
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
18.7
32.1
18.7
32.1
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
27.5
53.5
27.5
53.5
Max Q Clear Time (g_c+I1), s
12.5
12.3
9.2
22.1
Green Ext Time (p_c), s
1.6
5.6
2.2
5.5
Intersection Summary
HCM 7th Control Delay, s/veh
10.6
HCM 7th LOS
B
4: Sarival Ave & Brown St
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.8
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
20
17
312
16
13
438
Future Vol, veh/h
20
17
312
16
13
438
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
100
-
-
100
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
90
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
25
21
367
20
16
487
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
653
194
0
0
387
0
Stage 1
377
-
-
-
-
-
Stage 2
276
-
-
-
-
-
Critical Hdwy
6.84
6.94
-
-
4.14
-
Critical Hdwy Stg 1
5.84
-
-
-
-
-
Critical Hdwy Stg 2
5.84
-
-
-
-
-
Follow-up Hdwy
3.52
3.32
-
-
2.22
-
Pot Cap-1 Maneuver
400
815
-
-
1168
-
Stage 1
663
-
-
-
-
-
Stage 2
746
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
395
815
-
-
1168
-
Mov Cap-2 Maneuver
395
-
-
-
-
-
Stage 1
663
-
-
-
-
-
Stage 2
736
-
-
-
-
-
Approach
WB
NB
SB
HCM Ctrl Dly, s/v
12.35
0
0.26
HCM LOS
B
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
395
815
1168
-
HCM Lane V/C Ratio
-
- 0.063 0.026 0.014
-
HCM Ctrl Dly (s/v)
-
-
14.7
9.5
8.1
-
HCM Lane LOS
-
-
B
A
A
-
HCM 95th %tile Q(veh)
-
-
0.2
0.1
0
-
5: Sarival Ave & Olive Ave
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
181
344
316
21
224
9
204
195
21
515
v/c Ratio
0.48
0.30
0.43
0.06
0.19
0.02
0.69
0.24
0.04
0.63
Control Delay (s/veh)
20.3
14.1
4.4
15.1
13.7
5.1
25.2
9.0
8.4
11.8
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
20.3
14.1
4.4
15.1
13.7
5.1
25.2
9.0
8.4
11.8
Queue Length 50th (ft)
33
30
0
3
18
0
35
25
3
65
Queue Length 95th (ft)
123
100
42
20
63
5
129
78
14
191
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
835
2592
1244
743
2592
1164
593
1667
1064
1551
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.22
0.13
0.25
0.03
0.09
0.01
0.34
0.12
0.02
0.33
Intersection Summary
5: Sarival Ave & Olive Ave
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
154
310
269
17
190
7
173
159
6
17
201
237
Future Volume (veh/h)
154
310
269
17
190
7
173
159
6
17
201
237
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
181
344
316
21
224
9
204
187
8
21
236
279
Peak Hour Factor
0.85
0.90
0.85
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
444
1083
483
327
1083
483
412
908
39
686
398
471
Arrive On Green
0.30
0.30
0.30
0.30
0.30
0.30
0.51
0.51
0.51
0.51
0.51
0.51
Sat Flow, veh/h
1147
3554
1585
774
3554
1585
886
1780
76
1188
781
923
Grp Volume(v), veh/h
181
344
316
21
224
9
204
0
195
21
0
515
Grp Sat Flow(s),veh/h/ln
1147
1777
1585
774
1777
1585
886
0
1857
1188
0
1704
Q Serve(g_s), s
6.7
3.6
8.4
1.0
2.3
0.2
10.2
0.0
2.8
0.5
0.0
10.3
Cycle Q Clear(g_c), s
9.0
3.6
8.4
4.7
2.3
0.2
20.5
0.0
2.8
3.3
0.0
10.3
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.04
1.00
0.54
Lane Grp Cap(c), veh/h
444
1083
483
327
1083
483
412
0
946
686
0
869
V/C Ratio(X)
0.41
0.32
0.65
0.06
0.21
0.02
0.50
0.00
0.21
0.03
0.00
0.59
Avail Cap(c_a), veh/h
840
2309
1030
594
2309
1030
865
0
1895
1293
0
1740
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
15.9
13.0
14.6
14.8
12.5
11.8
15.6
0.0
6.5
7.4
0.0
8.4
Incr Delay (d2), s/veh
0.6
0.2
1.5
0.1
0.1
0.0
0.9
0.0
0.1
0.0
0.0
0.6
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
1.5
1.1
2.5
0.2
0.7
0.1
1.7
0.0
0.7
0.1
0.0
2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
16.5
13.1
16.1
14.9
12.6
11.8
16.5
0.0
6.6
7.4
0.0
9.0
LnGrp LOS
B
B
B
B
B
B
B
A
A
A
Approach Vol, veh/h
841
254
399
536
Approach Delay, s/veh
15.0
12.8
11.7
8.9
Approach LOS
B
B
B
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
29.2
19.3
29.2
19.3
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
49.5
31.5
49.5
31.5
Max Q Clear Time (g_c+I1), s
22.5
11.0
12.3
6.7
Green Ext Time (p_c), s
2.2
3.8
3.6
1.4
Intersection Summary
HCM 7th Control Delay, s/veh
12.5
HCM 7th LOS
B
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø7
Lane Configurations
Traffic Volume (vph)
133
308
73
474
Future Volume (vph)
133
308
73
474
Turn Type
Perm
Perm
NA
NA
Protected Phases
8
4
7
Permitted Phases
6
6
Detector Phase
6
6
8
4
Switch Phase
Minimum Initial (s)
5.0
5.0
20.0
20.0
5.0
Minimum Split (s)
37.9
37.9
35.0
35.0
13.1
Total Split (s)
30.0
30.0
35.0
35.0
25.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
Yellow Time (s)
3.5
3.5
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
5.9
5.9
6.5
6.5
Lead/Lag
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Act Effct Green (s)
16.1
16.1
20.3
41.6
Actuated g/C Ratio
0.23
0.23
0.29
0.59
v/c Ratio
0.20
0.55
0.17
0.18
Control Delay (s/veh)
22.2
6.4
6.6
7.4
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.2
6.4
6.6
7.4
LOS
C
A
A
A
Approach Delay (s/veh)
11.4
6.6
7.4
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 70.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay (s/veh): 9.1
Intersection LOS: A
Intersection Capacity Utilization 46.1%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
156
342
91
527
v/c Ratio
0.20
0.55
0.17
0.18
Control Delay (s/veh)
22.2
6.4
6.6
7.4
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.2
6.4
6.6
7.4
Queue Length 50th (ft)
27
0
5
33
Queue Length 95th (ft)
49
58
9
63
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1192
773
765
3922
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.13
0.44
0.12
0.13
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø4
Ø6
Ø7
Lane Configurations
Traffic Volume (vph)
73
176
405
199
Future Volume (vph)
73
176
405
199
Turn Type
NA
Perm
Prot
NA
Protected Phases
8
6 7
4 6 7
4
6
7
Permitted Phases
8
Detector Phase
8
8
6 7
4 6 7
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
5.0
5.0
Minimum Split (s)
35.0
35.0
35.0
37.9
13.1
Total Split (s)
35.0
35.0
35.0
30.0
25.0
Total Split (%)
38.9%
38.9%
39%
33%
28%
Yellow Time (s)
5.0
5.0
5.0
3.5
5.0
All-Red Time (s)
1.5
1.5
1.5
2.4
3.1
Lost Time Adjust (s)
0.0
0.0
Total Lost Time (s)
6.5
6.5
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
Min
None
None
Act Effct Green (s)
20.3
20.3
37.5
70.3
Actuated g/C Ratio
0.29
0.29
0.53
1.00
v/c Ratio
0.17
0.34
0.25
0.07
Control Delay (s/veh)
22.7
5.8
10.5
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.7
5.8
10.5
0.0
LOS
C
A
B
A
Approach Delay (s/veh)
11.0
6.9
Approach LOS
B
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 70.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay (s/veh): 8.2
Intersection LOS: A
Intersection Capacity Utilization 46.1%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
91
207
450
234
v/c Ratio
0.17
0.34
0.25
0.07
Control Delay (s/veh)
22.7
5.8
10.5
0.0
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.7
5.8
10.5
0.0
Queue Length 50th (ft)
29
0
60
0
Queue Length 95th (ft)
66
42
102
0
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
765
772
2168
3508
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.12
0.27
0.21
0.07
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Background AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
1361
535
325
825
347
4
446
Future Volume (vph)
1361
535
325
825
347
4
446
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
26.0
26.0
51.0
51.0
51.0
35.0
21.0
40.0
43.0
Total Split (%)
16.8%
16.8%
32.9%
32.9%
32.9%
23%
14%
26%
28%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
40.0
40.0
51.0
83.8
41.8
41.8
41.8
Actuated g/C Ratio
0.26
0.26
0.33
0.55
0.27
0.27
0.27
v/c Ratio
0.76
0.78
0.31
0.33
0.67
0.63
0.53
Control Delay (s/veh)
55.4
19.3
55.6
3.2
57.4
40.7
21.8
Queue Delay
18.9
0.0
0.0
0.1
14.0
6.4
0.0
Total Delay (s/veh)
74.3
19.3
55.6
3.3
71.4
47.0
21.8
LOS
E
B
E
A
E
D
C
Approach Delay (s/veh)
58.8
18.1
47.5
Approach LOS
E
B
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 152.3
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay (s/veh): 44.3
Intersection LOS: D
Intersection Capacity Utilization 81.3%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1512
594
361
917
309
295
283
v/c Ratio
0.76
0.78
0.31
0.33
0.67
0.63
0.53
Control Delay (s/veh)
55.4
19.3
55.6
3.2
57.4
40.7
21.8
Queue Delay
18.9
0.0
0.0
0.1
14.0
6.4
0.0
Total Delay (s/veh)
74.3
19.3
55.6
3.3
71.4
47.0
21.8
Queue Length 50th (ft)
353
118
140
20
292
206
97
Queue Length 95th (ft)
399
296
m180
20
408
268
200
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
1979
762
1563
3185
480
487
551
Starvation Cap Reductn
0
0
0
682
0
0
0
Spillback Cap Reductn
504
0
0
0
151
141
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
1.03
0.78
0.23
0.37
0.94
0.85
0.51
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
884
819
766
397
381
0
438
Future Volume (vph)
884
819
766
397
381
0
438
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
40.0
40.0
43.0
43.0
43.0
35.0
26.0
51.0
21.0
Total Split (%)
25.8%
25.8%
27.7%
27.7%
27.7%
23%
17%
33%
14%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
55.4
105.1
35.3
35.3
34.3
34.3
34.3
Actuated g/C Ratio
0.36
0.69
0.23
0.23
0.23
0.23
0.23
v/c Ratio
0.79
0.26
0.49
0.63
0.84
0.64
0.58
Control Delay (s/veh)
42.6
0.4
52.2
8.7
76.1
29.5
20.3
Queue Delay
5.9
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
48.5
0.6
52.2
8.7
76.1
29.5
20.3
LOS
D
A
D
A
E
C
C
Approach Delay (s/veh)
25.4
37.3
42.8
Approach LOS
C
D
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 152.3
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay (s/veh): 33.0
Intersection LOS: C
Intersection Capacity Utilization 81.3%
ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
982
910
851
441
317
301
292
v/c Ratio
0.79
0.26
0.49
0.63
0.84
0.64
0.58
Control Delay (s/veh)
42.6
0.4
52.2
8.7
76.1
29.5
20.3
Queue Delay
5.9
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
48.5
0.6
52.2
8.7
76.1
29.5
20.3
Queue Length 50th (ft)
534
2
187
2
324
131
72
Queue Length 95th (ft)
607
2
218
103
#485
194
182
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1286
3567
1746
703
392
481
512
Starvation Cap Reductn
250
1483
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.95
0.44
0.49
0.63
0.81
0.63
0.57
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
415
907
124
145
779
233
268
89
38
249
296
v/c Ratio
0.79
0.63
0.17
0.44
0.82
0.67
0.31
0.17
0.14
0.49
0.61
Control Delay (s/veh)
29.0
21.3
3.9
15.1
35.9
33.6
27.9
0.7
22.1
35.2
10.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
29.0
21.3
3.9
15.1
35.9
33.6
27.9
0.7
22.1
35.2
10.2
Queue Length 50th (ft)
134
178
0
30
193
98
65
0
14
64
0
Queue Length 95th (ft)
#247
275
23
60
#305
151
94
0
31
94
53
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
580
1611
790
372
1056
350
1004
579
271
832
598
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.72
0.56
0.16
0.39
0.74
0.67
0.27
0.15
0.14
0.30
0.49
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3: Sarival Ave & Peoria Ave
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
353
816
99
123
662
34
198
228
76
30
212
252
Future Volume (veh/h)
353
816
99
123
662
34
198
228
76
30
212
252
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
415
907
124
145
736
42
233
268
89
38
249
296
Peak Hour Factor
0.85
0.90
0.80
0.85
0.90
0.80
0.85
0.85
0.85
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
473
1308
583
320
872
50
418
1017
454
373
757
338
Arrive On Green
0.19
0.37
0.37
0.08
0.26
0.26
0.11
0.29
0.29
0.04
0.21
0.21
Sat Flow, veh/h
1781
3554
1585
1781
3417
195
1781
3554
1585
1781
3554
1585
Grp Volume(v), veh/h
415
907
124
145
383
395
233
268
89
38
249
296
Grp Sat Flow(s),veh/h/ln
1781
1777
1585
1781
1777
1835
1781
1777
1585
1781
1777
1585
Q Serve(g_s), s
12.6
17.1
4.2
4.6
16.1
16.1
7.8
4.6
3.4
1.3
4.7
14.3
Cycle Q Clear(g_c), s
12.6
17.1
4.2
4.6
16.1
16.1
7.8
4.6
3.4
1.3
4.7
14.3
Prop In Lane
1.00
1.00
1.00
0.11
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
473
1308
583
320
454
468
418
1017
454
373
757
338
V/C Ratio(X)
0.88
0.69
0.21
0.45
0.84
0.84
0.56
0.26
0.20
0.10
0.33
0.88
Avail Cap(c_a), veh/h
619
1576
703
402
525
542
418
1017
454
422
824
368
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
17.1
21.2
17.1
19.5
27.9
27.9
19.7
21.7
21.3
22.7
26.3
30.0
Incr Delay (d2), s/veh
11.0
1.0
0.2
1.0
10.7
10.4
1.7
0.1
0.2
0.1
0.3
19.5
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
5.7
6.4
1.4
1.8
7.6
7.8
3.1
1.8
1.2
0.5
1.9
6.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
28.1
22.2
17.3
20.5
38.6
38.3
21.4
21.9
21.5
22.9
26.5
49.5
LnGrp LOS
C
C
B
C
D
D
C
C
C
C
C
D
Approach Vol, veh/h
1446
923
590
583
Approach Delay, s/veh
23.5
35.6
21.6
38.0
Approach LOS
C
D
C
D
Timer - Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
7.3
27.1
11.0
33.5
13.1
21.3
19.9
24.6
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
5.0
21.9
10.1
35.0
8.6
18.3
21.8
23.3
Max Q Clear Time (g_c+I1), s
3.3
6.6
6.6
19.1
9.8
16.3
14.6
18.1
Green Ext Time (p_c), s
0.0
1.5
0.1
5.6
0.0
0.6
0.8
2.0
Intersection Summary
HCM 7th Control Delay, s/veh
28.7
HCM 7th LOS
C
4: Sarival Ave & Brown St
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.5
Movement
WBL WBR
NBT
NBR
SBL
SBT
Lane Configurations
Traffic Vol, veh/h
7
8
448
11
21
420
Future Vol, veh/h
7
8
448
11
21
420
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
100
-
-
100
-
Veh in Median Storage, #
0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
80
80
85
80
80
90
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
9
10
527
14
26
467
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
820
270
0
0
541
0
Stage 1
534
-
-
-
-
-
Stage 2
286
-
-
-
-
-
Critical Hdwy
6.84
6.94
-
-
4.14
-
Critical Hdwy Stg 1
5.84
-
-
-
-
-
Critical Hdwy Stg 2
5.84
-
-
-
-
-
Follow-up Hdwy
3.52
3.32
-
-
2.22
-
Pot Cap-1 Maneuver
313
727
-
-
1024
-
Stage 1
552
-
-
-
-
-
Stage 2
737
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
305
727
-
-
1024
-
Mov Cap-2 Maneuver
305
-
-
-
-
-
Stage 1
552
-
-
-
-
-
Stage 2
718
-
-
-
-
-
Approach
WB
NB
SB
HCM Ctrl Dly, s/v
13.34
0
0.46
HCM LOS
B
Minor Lane/Major Mvmt
NBT
NBRWBLn1WBLn2
SBL
SBT
Capacity (veh/h)
-
-
305
727
1024
-
HCM Lane V/C Ratio
-
- 0.029 0.014 0.026
-
HCM Ctrl Dly (s/v)
-
-
17.1
10
8.6
-
HCM Lane LOS
-
-
C
B
A
-
HCM 95th %tile Q(veh)
-
-
0.1
0
0.1
-
5: Sarival Ave & Olive Ave
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
100
189
125
23
360
64
295
405
25
489
v/c Ratio
0.38
0.21
0.25
0.07
0.39
0.14
0.73
0.42
0.05
0.51
Control Delay (s/veh)
23.7
17.5
6.2
19.1
18.3
7.2
20.7
8.1
6.1
8.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.7
17.5
6.2
19.1
18.3
7.2
20.7
8.1
6.1
8.6
Queue Length 50th (ft)
19
18
0
4
36
0
45
48
2
56
Queue Length 95th (ft)
82
62
33
24
111
22
158
133
13
159
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
568
2010
953
669
2010
926
727
1733
849
1674
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.18
0.09
0.13
0.03
0.18
0.07
0.41
0.23
0.03
0.29
Intersection Summary
5: Sarival Ave & Olive Ave
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
85
161
106
18
306
51
251
327
16
20
300
116
Future Volume (veh/h)
85
161
106
18
306
51
251
327
16
20
300
116
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
100
189
125
22
360
64
295
385
20
25
353
136
Peak Hour Factor
0.85
0.85
0.85
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
302
892
398
365
892
398
513
1007
52
585
735
283
Arrive On Green
0.25
0.25
0.25
0.25
0.25
0.25
0.57
0.57
0.57
0.57
0.57
0.57
Sat Flow, veh/h
963
3554
1585
1066
3554
1585
907
1762
92
980
1286
495
Grp Volume(v), veh/h
100
189
125
22
360
64
295
0
405
25
0
489
Grp Sat Flow(s),veh/h/ln
963
1777
1585
1066
1777
1585
907
0
1854
980
0
1781
Q Serve(g_s), s
4.9
2.1
3.3
0.8
4.3
1.6
14.4
0.0
6.1
0.7
0.0
8.2
Cycle Q Clear(g_c), s
9.2
2.1
3.3
3.0
4.3
1.6
22.6
0.0
6.1
6.8
0.0
8.2
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.05
1.00
0.28
Lane Grp Cap(c), veh/h
302
892
398
365
892
398
513
0
1060
585
0
1018
V/C Ratio(X)
0.33
0.21
0.31
0.06
0.40
0.16
0.57
0.00
0.38
0.04
0.00
0.48
Avail Cap(c_a), veh/h
507
1647
735
591
1647
735
1024
0
2102
1136
0
2020
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
19.7
15.0
15.4
16.2
15.8
14.8
13.1
0.0
6.0
7.8
0.0
6.4
Incr Delay (d2), s/veh
0.6
0.1
0.4
0.1
0.3
0.2
1.0
0.0
0.2
0.0
0.0
0.4
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
1.0
0.7
1.0
0.2
1.4
0.5
2.2
0.0
1.3
0.1
0.0
1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
20.3
15.1
15.9
16.3
16.1
15.0
14.1
0.0
6.2
7.8
0.0
6.8
LnGrp LOS
C
B
B
B
B
B
B
A
A
A
Approach Vol, veh/h
414
446
700
514
Approach Delay, s/veh
16.6
16.0
9.5
6.8
Approach LOS
B
B
A
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
33.5
17.2
33.5
17.2
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
57.5
23.5
57.5
23.5
Max Q Clear Time (g_c+I1), s
24.6
11.2
10.2
6.3
Green Ext Time (p_c), s
4.3
1.5
3.3
2.2
Intersection Summary
HCM 7th Control Delay, s/veh
11.7
HCM 7th LOS
B
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø7
Lane Configurations
Traffic Volume (vph)
157
451
152
537
Future Volume (vph)
157
451
152
537
Turn Type
Perm
Perm
NA
NA
Protected Phases
8
4
7
Permitted Phases
6
6
Detector Phase
6
6
8
4
Switch Phase
Minimum Initial (s)
5.0
5.0
20.0
20.0
5.0
Minimum Split (s)
37.9
37.9
35.0
35.0
13.1
Total Split (s)
30.0
30.0
35.0
35.0
25.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
Yellow Time (s)
3.5
3.5
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
5.9
5.9
6.5
6.5
Lead/Lag
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Act Effct Green (s)
19.5
19.5
21.1
42.7
Actuated g/C Ratio
0.26
0.26
0.28
0.57
v/c Ratio
0.21
0.66
0.36
0.21
Control Delay (s/veh)
22.4
6.9
7.7
8.5
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.4
6.9
7.7
8.5
LOS
C
A
A
A
Approach Delay (s/veh)
10.9
7.7
8.5
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 74.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay (s/veh): 9.5
Intersection LOS: A
Intersection Capacity Utilization 54.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
185
531
190
597
v/c Ratio
0.21
0.66
0.36
0.21
Control Delay (s/veh)
22.4
6.9
7.7
8.5
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
22.4
6.9
7.7
8.5
Queue Length 50th (ft)
33
0
11
50
Queue Length 95th (ft)
61
55
16
70
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
1120
874
719
3685
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.17
0.61
0.26
0.16
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø4
Ø6
Ø7
Lane Configurations
Traffic Volume (vph)
154
230
347
348
Future Volume (vph)
154
230
347
348
Turn Type
NA
Perm
Prot
NA
Protected Phases
8
6 7
4 6 7
4
6
7
Permitted Phases
8
Detector Phase
8
8
6 7
4 6 7
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
5.0
5.0
Minimum Split (s)
35.0
35.0
35.0
37.9
13.1
Total Split (s)
35.0
35.0
35.0
30.0
25.0
Total Split (%)
38.9%
38.9%
39%
33%
28%
Yellow Time (s)
5.0
5.0
5.0
3.5
5.0
All-Red Time (s)
1.5
1.5
1.5
2.4
3.1
Lost Time Adjust (s)
0.0
0.0
Total Lost Time (s)
6.5
6.5
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
Min
None
None
Act Effct Green (s)
21.1
21.1
41.1
74.8
Actuated g/C Ratio
0.28
0.28
0.55
1.00
v/c Ratio
0.37
0.42
0.20
0.12
Control Delay (s/veh)
25.7
5.6
10.9
0.1
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
25.7
5.6
10.9
0.1
LOS
C
A
B
A
Approach Delay (s/veh)
13.9
5.3
Approach LOS
B
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 74.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay (s/veh): 8.5
Intersection LOS: A
Intersection Capacity Utilization 54.9%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
193
271
386
409
v/c Ratio
0.37
0.42
0.20
0.12
Control Delay (s/veh)
25.7
5.6
10.9
0.1
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
25.7
5.6
10.9
0.1
Queue Length 50th (ft)
76
0
58
0
Queue Length 95th (ft)
123
45
94
0
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
719
777
2041
3467
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.27
0.35
0.19
0.12
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Background PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
SARIVAL LOGISTICS
EVERGREEN-SARIVAL & PEORIA, LLC
J
Appendix J – Year 2035 Build Capacity
Analysis
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
1035
372
260
774
284
4
657
Future Volume (vph)
1035
372
260
774
284
4
657
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
46.0
46.0
43.0
43.0
43.0
23.0
29.0
40.0
43.0
Total Split (%)
29.7%
29.7%
27.7%
27.7%
27.7%
15%
19%
26%
28%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
47.4
47.4
50.2
83.0
34.7
34.7
34.7
Actuated g/C Ratio
0.31
0.31
0.33
0.55
0.23
0.23
0.23
v/c Ratio
0.49
0.53
0.27
0.31
0.78
0.85
0.81
Control Delay (s/veh)
43.5
6.1
38.8
2.1
70.7
50.4
46.4
Queue Delay
0.1
0.0
0.0
0.1
5.1
7.5
0.0
Total Delay (s/veh)
43.6
6.1
38.8
2.1
75.9
57.9
46.4
LOS
D
A
D
A
E
E
D
Approach Delay (s/veh)
33.7
11.8
58.9
Approach LOS
C
B
E
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 151.8
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay (s/veh): 34.1
Intersection LOS: C
Intersection Capacity Utilization 72.3%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1150
413
306
860
301
388
380
v/c Ratio
0.49
0.53
0.27
0.31
0.78
0.85
0.81
Control Delay (s/veh)
43.5
6.1
38.8
2.1
70.7
50.4
46.4
Queue Delay
0.1
0.0
0.0
0.1
5.1
7.5
0.0
Total Delay (s/veh)
43.6
6.1
38.8
2.1
75.9
57.9
46.4
Queue Length 50th (ft)
232
0
91
12
304
258
233
Queue Length 95th (ft)
269
84
m111
14
397
327
#406
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
2354
778
1296
3020
394
465
475
Starvation Cap Reductn
0
0
0
643
0
0
0
Spillback Cap Reductn
269
0
0
0
50
50
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.55
0.53
0.24
0.36
0.88
0.93
0.80
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
1: Peoria Ave & Loop 303 SB Ramp
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
739
579
546
288
485
3
330
Future Volume (vph)
739
579
546
288
485
3
330
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
40.0
40.0
43.0
43.0
43.0
23.0
46.0
43.0
29.0
Total Split (%)
25.8%
25.8%
27.7%
27.7%
27.7%
15%
30%
28%
19%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
55.2
105.5
35.3
35.3
34.0
34.0
34.0
Actuated g/C Ratio
0.36
0.69
0.23
0.23
0.22
0.22
0.22
v/c Ratio
0.66
0.18
0.35
0.54
0.83
0.86
0.51
Control Delay (s/veh)
45.5
0.6
49.8
8.1
75.8
78.2
8.5
Queue Delay
0.4
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
45.9
0.6
49.8
8.1
75.8
78.2
8.5
LOS
D
A
D
A
E
E
A
Approach Delay (s/veh)
26.0
34.9
55.4
Approach LOS
C
C
E
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 151.8
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay (s/veh): 36.6
Intersection LOS: D
Intersection Capacity Utilization 72.3%
ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
821
643
607
339
313
311
286
v/c Ratio
0.66
0.18
0.35
0.54
0.83
0.86
0.51
Control Delay (s/veh)
45.5
0.6
49.8
8.1
75.8
78.2
8.5
Queue Delay
0.4
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
45.9
0.6
49.8
8.1
75.8
78.2
8.5
Queue Length 50th (ft)
0
1
128
0
318
323
0
Queue Length 95th (ft)
497
7
155
61
#475
393
85
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1291
3562
1752
627
394
376
570
Starvation Cap Reductn
130
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.71
0.18
0.35
0.54
0.79
0.83
0.50
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
158
606
211
278
545
185
124
125
51
244
259
v/c Ratio
0.37
0.34
0.23
0.71
0.30
0.57
0.12
0.23
0.14
0.24
0.40
Control Delay (s/veh)
11.0
8.0
1.9
21.9
7.6
27.8
17.7
5.8
19.5
17.8
5.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
11.0
8.0
1.9
21.9
7.6
27.8
17.7
5.8
19.5
17.8
5.3
Queue Length 50th (ft)
23
45
0
52
38
44
13
0
11
27
0
Queue Length 95th (ft)
74
110
22
163
96
145
44
33
43
79
43
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
731
3115
1419
672
3088
675
2138
1006
758
2138
1059
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.22
0.19
0.15
0.41
0.18
0.27
0.06
0.12
0.07
0.11
0.24
Intersection Summary
3: Sarival Ave & Peoria Ave
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
134
545
179
236
463
25
157
105
106
41
207
220
Future Volume (veh/h)
134
545
179
236
463
25
157
105
106
41
207
220
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
158
606
211
278
514
31
185
124
125
51
244
259
Peak Hour Factor
0.85
0.90
0.85
0.85
0.90
0.80
0.85
0.85
0.85
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
530
2020
901
428
1936
117
327
1060
473
415
1060
473
Arrive On Green
0.57
0.57
0.57
0.57
0.57
0.57
0.30
0.30
0.30
0.30
0.30
0.30
Sat Flow, veh/h
862
3554
1585
669
3405
205
896
3554
1585
1131
3554
1585
Grp Volume(v), veh/h
158
606
211
278
268
277
185
124
125
51
244
259
Grp Sat Flow(s),veh/h/ln
862
1777
1585
669
1777
1833
896
1777
1585
1131
1777
1585
Q Serve(g_s), s
7.7
6.0
4.5
25.0
5.2
5.2
13.3
1.7
4.1
2.3
3.5
9.3
Cycle Q Clear(g_c), s
12.9
6.0
4.5
31.0
5.2
5.2
16.8
1.7
4.1
4.0
3.5
9.3
Prop In Lane
1.00
1.00
1.00
0.11
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
530
2020
901
428
1010
1042
327
1060
473
415
1060
473
V/C Ratio(X)
0.30
0.30
0.23
0.65
0.26
0.27
0.57
0.12
0.26
0.12
0.23
0.55
Avail Cap(c_a), veh/h
722
2814
1255
577
1407
1452
425
1446
645
538
1446
645
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
10.7
7.6
7.3
15.6
7.4
7.4
24.2
17.2
18.1
18.7
17.9
19.9
Incr Delay (d2), s/veh
0.3
0.1
0.1
1.7
0.1
0.1
1.5
0.0
0.3
0.1
0.1
1.0
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
1.2
1.7
1.1
3.1
1.5
1.5
2.6
0.6
1.3
0.6
1.3
3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
11.0
7.7
7.4
17.3
7.5
7.5
25.7
17.3
18.4
18.8
18.0
20.9
LnGrp LOS
B
A
A
B
A
A
C
B
B
B
B
C
Approach Vol, veh/h
975
823
434
554
Approach Delay, s/veh
8.1
10.8
21.2
19.4
Approach LOS
A
B
C
B
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
24.7
42.9
24.7
42.9
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
27.5
53.5
27.5
53.5
Max Q Clear Time (g_c+I1), s
18.8
14.9
11.3
33.0
Green Ext Time (p_c), s
1.4
6.2
2.2
5.4
Intersection Summary
HCM 7th Control Delay, s/veh
13.2
HCM 7th LOS
B
4: Sarival Ave & Driveway A/Brown St
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.2
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
9
0
4
20
0
17
17
334
16
13
529
39
Future Vol, veh/h
9
0
4
20
0
17
17
334
16
13
529
39
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
0
-
-
0
-
-
150
-
-
150
-
150
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
92
80
80
92
80
80
90
80
80
90
80
Heavy Vehicles, %
34
34
34
2
2
2
6
2
2
2
2
6
Mvmt Flow
11
0
5
25
0
21
21
371
20
16
588
49
Major/Minor
Minor2
Minor1
Major1
Major2
Conflicting Flow All
848
1054
294
750
1093
196
637
0
0
391
0
0
Stage 1
620
620
-
424
424
-
-
-
-
-
-
-
Stage 2
228
434
-
326
669
-
-
-
-
-
-
-
Critical Hdwy
8.18
7.18
7.58
7.54
6.54
6.94
4.22
-
-
4.14
-
-
Critical Hdwy Stg 1
7.18
6.18
-
6.54
5.54
-
-
-
-
-
-
-
Critical Hdwy Stg 2
7.18
6.18
-
6.54
5.54
-
-
-
-
-
-
-
Follow-up Hdwy
3.84
4.34
3.64
3.52
4.02
3.32
2.26
-
-
2.22
-
-
Pot Cap-1 Maneuver
207
179
616
300
213
813
916
-
-
1164
-
-
Stage 1
372
406
-
579
586
-
-
-
-
-
-
-
Stage 2
670
506
-
660
454
-
-
-
-
-
-
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
194
172
616
287
205
813
916
-
-
1164
-
-
Mov Cap-2 Maneuver
194
172
-
287
205
-
-
-
-
-
-
-
Stage 1
367
400
-
565
572
-
-
-
-
-
-
-
Stage 2
638
494
-
646
448
-
-
-
-
-
-
-
Approach
EB
WB
NB
SB
HCM Ctrl Dly, s/v
20.42
14.53
0.46
0.2
HCM LOS
C
B
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLn1 EBLn2WBLn1WBLn2
SBL
SBT
SBR
Capacity (veh/h)
916
-
-
194
616
287
813
1164
-
-
HCM Lane V/C Ratio
0.023
-
- 0.058 0.008 0.087 0.026 0.014
-
-
HCM Ctrl Dly (s/v)
9
-
-
24.6
10.9
18.8
9.5
8.1
-
-
HCM Lane LOS
A
-
-
C
B
C
A
A
-
-
HCM 95th %tile Q(veh)
0.1
-
-
0.2
0
0.3
0.1
0
-
-
5: Sarival Ave & Olive Ave
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
192
344
316
21
224
20
204
239
24
528
v/c Ratio
0.51
0.29
0.43
0.06
0.19
0.04
0.71
0.29
0.05
0.64
Control Delay (s/veh)
21.3
14.5
4.4
15.6
14.1
8.0
27.3
9.7
8.7
12.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
21.3
14.5
4.4
15.6
14.1
8.0
27.3
9.7
8.7
12.4
Queue Length 50th (ft)
36
31
0
3
20
0
37
33
3
70
Queue Length 95th (ft)
134
103
42
20
65
12
137
100
15
208
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
814
2527
1220
724
2527
1136
563
1644
1007
1531
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.24
0.14
0.26
0.03
0.09
0.02
0.36
0.15
0.02
0.34
Intersection Summary
5: Sarival Ave & Olive Ave
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
163
310
269
17
190
16
173
196
6
19
210
239
Future Volume (veh/h)
163
310
269
17
190
16
173
196
6
19
210
239
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
192
344
316
21
224
20
204
231
8
24
247
281
Peak Hour Factor
0.85
0.90
0.85
0.80
0.85
0.80
0.85
0.85
0.80
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
438
1097
489
322
1097
489
402
928
32
648
412
469
Arrive On Green
0.31
0.31
0.31
0.31
0.31
0.31
0.52
0.52
0.52
0.52
0.52
0.52
Sat Flow, veh/h
1136
3554
1585
774
3554
1585
875
1797
62
1141
798
908
Grp Volume(v), veh/h
192
344
316
21
224
20
204
0
239
24
0
528
Grp Sat Flow(s),veh/h/ln
1136
1777
1585
774
1777
1585
875
0
1859
1141
0
1707
Q Serve(g_s), s
7.7
3.8
8.9
1.1
2.4
0.5
11.0
0.0
3.7
0.6
0.0
11.1
Cycle Q Clear(g_c), s
10.1
3.8
8.9
4.9
2.4
0.5
22.1
0.0
3.7
4.3
0.0
11.1
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.03
1.00
0.53
Lane Grp Cap(c), veh/h
438
1097
489
322
1097
489
402
0
960
648
0
882
V/C Ratio(X)
0.44
0.31
0.65
0.07
0.20
0.04
0.51
0.00
0.25
0.04
0.00
0.60
Avail Cap(c_a), veh/h
782
2174
970
556
2174
970
792
0
1788
1156
0
1641
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
16.9
13.6
15.4
15.5
13.1
12.5
16.5
0.0
6.9
8.1
0.0
8.7
Incr Delay (d2), s/veh
0.7
0.2
1.4
0.1
0.1
0.0
1.0
0.0
0.1
0.0
0.0
0.7
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
1.7
1.2
2.7
0.2
0.8
0.1
1.8
0.0
1.0
0.1
0.0
2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
17.6
13.8
16.8
15.6
13.2
12.5
17.4
0.0
7.0
8.1
0.0
9.4
LnGrp LOS
B
B
B
B
B
B
B
A
A
A
Approach Vol, veh/h
852
265
443
552
Approach Delay, s/veh
15.8
13.4
11.8
9.3
Approach LOS
B
B
B
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
31.1
20.4
31.1
20.4
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
49.5
31.5
49.5
31.5
Max Q Clear Time (g_c+I1), s
24.1
12.1
13.1
6.9
Green Ext Time (p_c), s
2.5
3.8
3.7
1.4
Intersection Summary
HCM 7th Control Delay, s/veh
12.9
HCM 7th LOS
B
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø3
Ø4
Lane Configurations
Traffic Volume (vph)
133
336
82
483
Future Volume (vph)
133
336
82
483
Turn Type
Prot
Perm
NA
NA
Protected Phases
2
8
8
3
4
Permitted Phases
2
Detector Phase
2
2
8
8
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
20.0
Minimum Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.4
7.4
6.5
6.5
Lead/Lag
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Min
Act Effct Green (s)
20.0
20.0
43.8
43.8
Actuated g/C Ratio
0.26
0.26
0.56
0.56
v/c Ratio
0.18
0.55
0.09
0.19
Control Delay (s/veh)
23.5
6.3
0.2
8.4
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.5
6.3
0.2
8.4
LOS
C
A
A
A
Approach Delay (s/veh)
11.3
0.2
8.4
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 77.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay (s/veh): 9.1
Intersection LOS: A
Intersection Capacity Utilization 49.1%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
156
373
96
537
v/c Ratio
0.18
0.55
0.09
0.19
Control Delay (s/veh)
23.5
6.3
0.2
8.4
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
23.5
6.3
0.2
8.4
Queue Length 50th (ft)
30
0
0
42
Queue Length 95th (ft)
51
64
0
58
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
998
725
1283
3502
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.16
0.51
0.07
0.15
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø2
Ø8
Lane Configurations
Traffic Volume (vph)
82
176
412
201
Future Volume (vph)
82
176
412
201
Turn Type
NA
Perm
Prot
NA
Protected Phases
4
3
3 4
2
8
Permitted Phases
4
Detector Phase
4
4
3
3 4
Switch Phase
Minimum Initial (s)
20.0
20.0
5.0
20.0
20.0
Minimum Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (%)
38.9%
38.9%
27.8%
33%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
1.5
1.5
3.1
2.4
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
6.5
6.5
8.1
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
None
None
Min
Act Effct Green (s)
20.0
20.0
15.7
42.2
Actuated g/C Ratio
0.26
0.26
0.20
0.54
v/c Ratio
0.20
0.37
0.66
0.12
Control Delay (s/veh)
24.5
5.9
31.8
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
24.5
5.9
31.8
6.8
LOS
C
A
C
A
Approach Delay (s/veh)
11.8
23.3
Approach LOS
B
C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 77.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay (s/veh): 19.8
Intersection LOS: B
Intersection Capacity Utilization 49.1%
ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
96
207
458
236
v/c Ratio
0.20
0.37
0.66
0.12
Control Delay (s/veh)
24.5
5.9
31.8
6.8
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
24.5
5.9
31.8
6.8
Queue Length 50th (ft)
37
0
112
20
Queue Length 95th (ft)
71
41
159
30
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
683
712
746
1977
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.14
0.29
0.61
0.12
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/25/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
8: Sarival Ave & Drivway B
04/03/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.5
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
11
5
19
346
507
45
Future Vol, veh/h
11
5
19
346
507
45
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
150
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
34
34
6
2
2
6
Mvmt Flow
14
6
24
384
563
56
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
995
282
620
0
-
0
Stage 1
563
-
-
-
-
-
Stage 2
432
-
-
-
-
-
Critical Hdwy
7.11
7.41
4.19
-
-
-
Critical Hdwy Stg 1
6.31
-
-
-
-
-
Critical Hdwy Stg 2
5.91
-
-
-
-
-
Follow-up Hdwy
3.823 3.623 2.257
-
-
-
Pot Cap-1 Maneuver
214
639
936
-
-
-
Stage 1
466
-
-
-
-
-
Stage 2
578
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
208
639
936
-
-
-
Mov Cap-2 Maneuver
325
-
-
-
-
-
Stage 1
454
-
-
-
-
-
Stage 2
578
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
14.73
0.52
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
936
-
325
639
-
-
HCM Lane V/C Ratio
0.025
- 0.042
0.01
-
-
HCM Ctrl Dly (s/v)
8.9
-
16.6
10.7
-
-
HCM Lane LOS
A
-
C
B
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
9: Sarival Ave & Driveway C
04/03/2025
2035 Build AM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
0.5
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
11
5
19
355
466
45
Future Vol, veh/h
11
5
19
355
466
45
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
-
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
34
34
6
2
2
6
Mvmt Flow
14
6
24
394
518
56
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
960
518
574
0
-
0
Stage 1
518
-
-
-
-
-
Stage 2
442
-
-
-
-
-
Critical Hdwy
6.74
6.54
4.16
-
-
-
Critical Hdwy Stg 1
5.74
-
-
-
-
-
Critical Hdwy Stg 2
5.74
-
-
-
-
-
Follow-up Hdwy
3.806 3.606 2.254
-
-
-
Pot Cap-1 Maneuver
250
499
979
-
-
-
Stage 1
538
-
-
-
-
-
Stage 2
585
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
242
499
979
-
-
-
Mov Cap-2 Maneuver
361
-
-
-
-
-
Stage 1
521
-
-
-
-
-
Stage 2
585
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
14.4
0.5
0
HCM LOS
B
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
102
-
361
499
-
-
HCM Lane V/C Ratio
0.024
- 0.038 0.013
-
-
HCM Ctrl Dly (s/v)
8.8
0
15.4
12.3
-
-
HCM Lane LOS
A
A
C
B
-
-
HCM 95th %tile Q(veh)
0.1
-
0.1
0
-
-
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Ø1
Ø5
Ø6
Ø8
Lane Configurations
Traffic Volume (vph)
1364
535
378
834
360
4
446
Future Volume (vph)
1364
535
378
834
360
4
446
Turn Type
NA
Perm
Prot
NA
Perm
NA
Perm
Protected Phases
2
1 8
1 6 8
4
1
5
6
8
Permitted Phases
2
4
4
Detector Phase
2
2
1 8
1 6 8
4
4
4
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
8.0
15.0
12.0
Minimum Split (s)
45.0
45.0
30.0
30.0
30.0
50.0
30.0
65.0
30.0
Total Split (s)
27.0
27.0
51.0
51.0
51.0
34.0
20.0
41.0
43.0
Total Split (%)
17.4%
17.4%
32.9%
32.9%
32.9%
22%
13%
26%
28%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.6
3.0
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
4.1
1.2
4.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
None
Max
None
Act Effct Green (s)
39.5
39.5
51.4
85.3
42.1
42.1
42.1
Actuated g/C Ratio
0.26
0.26
0.34
0.56
0.28
0.28
0.28
v/c Ratio
0.78
0.78
0.36
0.33
0.67
0.65
0.54
Control Delay (s/veh)
56.2
19.2
58.2
3.0
57.5
43.9
22.5
Queue Delay
23.7
0.0
0.0
0.1
15.7
8.6
0.0
Total Delay (s/veh)
79.9
19.2
58.2
3.1
73.2
52.5
22.5
LOS
E
B
E
A
E
D
C
Approach Delay (s/veh)
62.8
20.3
50.1
Approach LOS
E
C
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 152.6
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay (s/veh): 47.0
Intersection LOS: D
Intersection Capacity Utilization 84.3%
ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 1: Peoria Ave & Loop 303 SB Ramp
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBT
EBR
WBL
WBT
SBL
SBT
SBR
Lane Group Flow (vph)
1516
594
420
927
312
301
288
v/c Ratio
0.78
0.78
0.36
0.33
0.67
0.65
0.54
Control Delay (s/veh)
56.2
19.2
58.2
3.0
57.5
43.9
22.5
Queue Delay
23.7
0.0
0.0
0.1
15.7
8.6
0.0
Total Delay (s/veh)
79.9
19.2
58.2
3.1
73.2
52.5
22.5
Queue Length 50th (ft)
355
114
170
19
295
226
103
Queue Length 95th (ft)
401
292
m218
20
414
289
208
Internal Link Dist (ft)
672
342
1245
Turn Bay Length (ft)
250
300
400
400
Base Capacity (vph)
1953
761
1536
3176
479
479
550
Starvation Cap Reductn
0
0
0
693
0
0
0
Spillback Cap Reductn
494
0
0
0
151
140
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
1.04
0.78
0.27
0.37
0.95
0.89
0.52
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
1: Peoria Ave & Loop 303 SB Ramp
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Ø1
Ø2
Ø4
Ø5
Lane Configurations
Traffic Volume (vph)
884
835
828
442
381
0
453
Future Volume (vph)
884
835
828
442
381
0
453
Turn Type
Prot
NA
NA
Perm
Perm
NA
Perm
Protected Phases
4 5
2 4 5
6
8
1
2
4
5
Permitted Phases
6
8
8
Detector Phase
4 5
2 4 5
6
6
8
8
8
Switch Phase
Minimum Initial (s)
15.0
15.0
12.0
12.0
12.0
8.0
15.0
12.0
8.0
Minimum Split (s)
65.0
65.0
30.0
30.0
30.0
50.0
45.0
30.0
30.0
Total Split (s)
41.0
41.0
43.0
43.0
43.0
34.0
27.0
51.0
20.0
Total Split (%)
26.5%
26.5%
27.7%
27.7%
27.7%
22%
17%
33%
13%
Yellow Time (s)
3.6
3.6
3.0
3.0
3.0
3.6
3.6
3.0
3.6
All-Red Time (s)
1.2
1.2
4.5
4.5
4.5
3.6
1.2
4.5
4.1
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.8
4.8
7.5
7.5
7.5
Lead/Lag
Lag
Lag
Lead
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
Max
Max
None
None
None
None
Max
None
None
Act Effct Green (s)
54.6
104.4
36.2
36.2
34.4
34.4
34.4
Actuated g/C Ratio
0.36
0.68
0.24
0.24
0.23
0.23
0.23
v/c Ratio
0.80
0.27
0.51
0.69
0.85
0.66
0.60
Control Delay (s/veh)
42.2
0.4
52.1
12.7
77.3
30.8
21.8
Queue Delay
8.6
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
50.8
0.6
52.1
12.7
77.3
30.8
21.8
LOS
D
A
D
B
E
C
C
Approach Delay (s/veh)
26.4
38.4
44.0
Approach LOS
C
D
D
Intersection Summary
Cycle Length: 155
Actuated Cycle Length: 152.6
Natural Cycle: 155
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay (s/veh): 34.2
Intersection LOS: C
Intersection Capacity Utilization 84.3%
ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 2: Loop 303 NB Ramps & Peoria Ave
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
WBT
WBR
NBL
NBT
NBR
Lane Group Flow (vph)
982
928
920
491
321
308
297
v/c Ratio
0.80
0.27
0.51
0.69
0.85
0.66
0.60
Control Delay (s/veh)
42.2
0.4
52.1
12.7
77.3
30.8
21.8
Queue Delay
8.6
0.1
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
50.8
0.6
52.1
12.7
77.3
30.8
21.8
Queue Length 50th (ft)
534
2
202
40
329
140
84
Queue Length 95th (ft)
606
2
234
171
#495
203
196
Internal Link Dist (ft)
342
321
840
Turn Bay Length (ft)
300
265
410
410
Base Capacity (vph)
1260
3524
1790
711
391
479
507
Starvation Cap Reductn
249
1368
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.97
0.43
0.51
0.69
0.82
0.64
0.59
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2: Loop 303 NB Ramps & Peoria Ave
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
3: Sarival Ave & Peoria Ave
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
NBR
SBL
SBT
SBR
Lane Group Flow (vph)
392
907
153
148
779
339
279
100
38
253
296
v/c Ratio
0.81
0.66
0.21
0.52
0.87
0.79
0.27
0.17
0.14
0.50
0.62
Control Delay (s/veh)
32.1
23.5
2.7
19.7
41.4
36.6
24.5
0.7
19.5
35.5
10.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
32.1
23.5
2.7
19.7
41.4
36.6
24.5
0.7
19.5
35.5
10.2
Queue Length 50th (ft)
130
191
0
35
200
139
63
0
13
64
0
Queue Length 95th (ft)
#295
281
21
68
#334
#249
91
0
28
94
53
Internal Link Dist (ft)
1913
1167
1608
257
Turn Bay Length (ft)
155
160
170
150
160
250
Base Capacity (vph)
517
1445
754
287
903
429
1193
654
265
862
609
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.76
0.63
0.20
0.52
0.86
0.79
0.23
0.15
0.14
0.29
0.49
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
3: Sarival Ave & Peoria Ave
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
353
816
130
126
662
34
305
237
85
30
215
252
Future Volume (veh/h)
353
816
130
126
662
34
305
237
85
30
215
252
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
392
907
153
148
736
42
339
279
100
38
253
296
Peak Hour Factor
0.90
0.90
0.85
0.85
0.90
0.80
0.90
0.85
0.85
0.80
0.85
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
437
1214
541
295
815
46
482
1159
517
361
754
336
Arrive On Green
0.19
0.34
0.34
0.08
0.24
0.24
0.15
0.33
0.33
0.04
0.21
0.21
Sat Flow, veh/h
1781
3554
1585
1781
3417
195
1781
3554
1585
1781
3554
1585
Grp Volume(v), veh/h
392
907
153
148
383
395
339
279
100
38
253
296
Grp Sat Flow(s),veh/h/ln
1781
1777
1585
1781
1777
1835
1781
1777
1585
1781
1777
1585
Q Serve(g_s), s
13.1
18.9
5.9
5.2
17.5
17.5
12.1
4.8
3.8
1.4
5.1
15.2
Cycle Q Clear(g_c), s
13.1
18.9
5.9
5.2
17.5
17.5
12.1
4.8
3.8
1.4
5.1
15.2
Prop In Lane
1.00
1.00
1.00
0.11
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
437
1214
541
295
424
438
482
1159
517
361
754
336
V/C Ratio(X)
0.90
0.75
0.28
0.50
0.90
0.90
0.70
0.24
0.19
0.11
0.34
0.88
Avail Cap(c_a), veh/h
520
1385
618
303
434
449
482
1159
517
405
826
368
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
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
19.2
24.4
20.1
22.0
31.0
31.0
20.1
20.7
20.3
24.3
28.0
32.0
Incr Delay (d2), s/veh
16.3
2.0
0.3
1.3
21.6
21.1
4.6
0.1
0.2
0.1
0.3
19.9
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
6.6
7.5
2.0
2.1
9.5
9.7
5.1
1.9
1.3
0.6
2.0
7.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
35.5
26.4
20.4
23.3
52.6
52.2
24.7
20.8
20.5
24.4
28.3
51.9
LnGrp LOS
D
C
C
C
D
D
C
C
C
C
C
D
Approach Vol, veh/h
1452
926
718
587
Approach Delay, s/veh
28.2
47.7
22.6
39.9
Approach LOS
C
D
C
D
Timer - Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
7.4
31.9
11.4
33.1
17.0
22.3
20.1
24.5
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
5.0
27.0
7.3
32.7
12.5
19.5
19.5
20.5
Max Q Clear Time (g_c+I1), s
3.4
6.8
7.2
20.9
14.1
17.2
15.1
19.5
Green Ext Time (p_c), s
0.0
1.8
0.0
4.9
0.0
0.6
0.5
0.5
Intersection Summary
HCM 7th Control Delay, s/veh
33.9
HCM 7th LOS
C
Notes
User approved pedestrian interval to be less than phase max green.
4: Sarival Ave & Driveway A/Brown St
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.6
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
38
0
16
7
0
8
5
536
11
21
446
11
Future Vol, veh/h
38
0
16
7
0
8
5
536
11
21
446
11
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Stop
Stop
Stop
Stop
Stop
Stop
Free
Free
Free
Free
Free
Free
RT Channelized
-
- None
-
- None
-
- None
-
- None
Storage Length
0
-
-
0
-
-
150
-
-
150
-
150
Veh in Median Storage, #
-
0
-
-
0
-
-
0
-
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
-
0
-
Peak Hour Factor
80
92
80
80
92
80
80
90
80
80
90
80
Heavy Vehicles, %
9
9
9
2
2
2
20
2
2
2
2
20
Mvmt Flow
48
0
20
9
0
10
6
596
14
26
496
14
Major/Minor
Minor2
Minor1
Major1
Major2
Conflicting Flow All
858
1170
248
915
1177
305
509
0
0
609
0
0
Stage 1
548
548
-
615
615
-
-
-
-
-
-
-
Stage 2
310
622
-
300
562
-
-
-
-
-
-
-
Critical Hdwy
7.68
6.68
7.08
7.54
6.54
6.94
4.5
-
-
4.14
-
-
Critical Hdwy Stg 1
6.68
5.68
-
6.54
5.54
-
-
-
-
-
-
-
Critical Hdwy Stg 2
6.68
5.68
-
6.54
5.54
-
-
-
-
-
-
-
Follow-up Hdwy
3.59
4.09
3.39
3.52
4.02
3.32
2.4
-
-
2.22
-
-
Pot Cap-1 Maneuver
239
182
731
228
190
691
936
-
-
965
-
-
Stage 1
471
498
-
445
481
-
-
-
-
-
-
-
Stage 2
656
460
-
684
508
-
-
-
-
-
-
-
Platoon blocked, %
-
-
-
-
Mov Cap-1 Maneuver
228
175
731
214
183
691
936
-
-
965
-
-
Mov Cap-2 Maneuver
228
175
-
214
183
-
-
-
-
-
-
-
Stage 1
458
484
-
442
477
-
-
-
-
-
-
-
Stage 2
642
457
-
647
494
-
-
-
-
-
-
-
Approach
EB
WB
NB
SB
HCM Ctrl Dly, s/v
20.52
16.01
0.09
0.43
HCM LOS
C
C
Minor Lane/Major Mvmt
NBL
NBT
NBR EBLn1 EBLn2WBLn1WBLn2
SBL
SBT
SBR
Capacity (veh/h)
936
-
-
228
731
214
691
965
-
-
HCM Lane V/C Ratio
0.007
-
- 0.209 0.027 0.041 0.014 0.027
-
-
HCM Ctrl Dly (s/v)
8.9
-
-
24.9
10.1
22.5
10.3
8.8
-
-
HCM Lane LOS
A
-
-
C
B
C
B
A
-
-
HCM 95th %tile Q(veh)
0
-
-
0.8
0.1
0.1
0
0.1
-
-
5: Sarival Ave & Olive Ave
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
SBL
SBT
Lane Group Flow (vph)
104
189
125
23
340
68
295
396
36
520
v/c Ratio
0.42
0.22
0.26
0.08
0.40
0.16
0.68
0.37
0.07
0.50
Control Delay (s/veh)
27.2
19.9
6.6
21.2
21.0
7.5
17.9
7.2
5.7
8.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay (s/veh)
27.2
19.9
6.6
21.2
21.0
7.5
17.9
7.2
5.7
8.2
Queue Length 50th (ft)
27
24
0
5
45
0
52
53
4
71
Queue Length 95th (ft)
82
60
34
23
108
22
154
132
15
180
Internal Link Dist (ft)
826
672
2330
284
Turn Bay Length (ft)
160
160
160
160
160
160
Base Capacity (vph)
661
2295
1070
765
2295
1051
650
1596
802
1545
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.16
0.08
0.12
0.03
0.15
0.06
0.45
0.25
0.04
0.34
Intersection Summary
5: Sarival Ave & Olive Ave
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Traffic Volume (veh/h)
88
161
106
18
306
54
251
338
16
29
336
125
Future Volume (veh/h)
88
161
106
18
306
54
251
338
16
29
336
125
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width 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
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
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
104
189
125
22
340
68
295
376
20
36
373
147
Peak Hour Factor
0.85
0.85
0.85
0.80
0.90
0.80
0.85
0.90
0.80
0.80
0.90
0.85
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
301
889
396
356
889
396
495
1024
54
597
743
293
Arrive On Green
0.25
0.25
0.25
0.25
0.25
0.25
0.58
0.58
0.58
0.58
0.58
0.58
Sat Flow, veh/h
978
3554
1585
1066
3554
1585
882
1760
94
988
1277
503
Grp Volume(v), veh/h
104
189
125
22
340
68
295
0
396
36
0
520
Grp Sat Flow(s),veh/h/ln
978
1777
1585
1066
1777
1585
882
0
1854
988
0
1780
Q Serve(g_s), s
5.3
2.3
3.4
0.9
4.3
1.8
15.9
0.0
6.1
1.1
0.0
9.3
Cycle Q Clear(g_c), s
9.5
2.3
3.4
3.2
4.3
1.8
25.2
0.0
6.1
7.2
0.0
9.3
Prop In Lane
1.00
1.00
1.00
1.00
1.00
0.05
1.00
0.28
Lane Grp Cap(c), veh/h
301
889
396
356
889
396
495
0
1079
597
0
1036
V/C Ratio(X)
0.35
0.21
0.32
0.06
0.38
0.17
0.60
0.00
0.37
0.06
0.00
0.50
Avail Cap(c_a), veh/h
631
2088
931
715
2088
931
796
0
1711
934
0
1643
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
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
20.6
15.9
16.4
17.2
16.7
15.8
14.0
0.0
6.0
7.9
0.0
6.6
Incr Delay (d2), s/veh
0.7
0.1
0.5
0.1
0.3
0.2
1.1
0.0
0.2
0.0
0.0
0.4
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
1.1
0.8
1.1
0.2
1.5
0.6
2.5
0.0
1.4
0.2
0.0
2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh
21.3
16.0
16.8
17.2
16.9
16.0
15.2
0.0
6.2
7.9
0.0
7.0
LnGrp LOS
C
B
B
B
B
B
B
A
A
A
Approach Vol, veh/h
418
430
691
556
Approach Delay, s/veh
17.6
16.8
10.0
7.1
Approach LOS
B
B
B
A
Timer - Assigned Phs
2
4
6
8
Phs Duration (G+Y+Rc), s
35.7
17.9
35.7
17.9
Change Period (Y+Rc), s
4.5
4.5
4.5
4.5
Max Green Setting (Gmax), s
49.5
31.5
49.5
31.5
Max Q Clear Time (g_c+I1), s
27.2
11.5
11.3
6.3
Green Ext Time (p_c), s
4.0
1.9
3.6
2.3
Intersection Summary
HCM 7th Control Delay, s/veh
12.1
HCM 7th LOS
B
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
WBL
WBR
NBT
SBT
Ø3
Ø4
Lane Configurations
Traffic Volume (vph)
157
459
155
573
Future Volume (vph)
157
459
155
573
Turn Type
Prot
Perm
NA
NA
Protected Phases
2
8
8
3
4
Permitted Phases
2
Detector Phase
2
2
8
8
Switch Phase
Minimum Initial (s)
20.0
20.0
20.0
20.0
5.0
20.0
Minimum Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (s)
30.0
30.0
35.0
35.0
25.0
35.0
Total Split (%)
33.3%
33.3%
38.9%
38.9%
28%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
2.4
2.4
1.5
1.5
3.1
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
Total Lost Time (s)
7.4
7.4
6.5
6.5
Lead/Lag
Lag
Lead
Lead-Lag Optimize?
Yes
Yes
Recall Mode
None
None
Min
Min
None
Min
Act Effct Green (s)
20.5
20.5
45.1
45.1
Actuated g/C Ratio
0.26
0.26
0.57
0.57
v/c Ratio
0.21
0.65
0.17
0.22
Control Delay (s/veh)
24.6
7.0
0.3
8.7
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
24.6
7.0
0.3
8.7
LOS
C
A
A
A
Approach Delay (s/veh)
11.7
0.3
8.7
Approach LOS
B
A
A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 79.6
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay (s/veh): 9.1
Intersection LOS: A
Intersection Capacity Utilization 56.7%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 6: Sarival Ave & Northern Pkwy WB Ramps
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
WBL
WBR
NBT
SBT
Lane Group Flow (vph)
185
510
182
637
v/c Ratio
0.21
0.65
0.17
0.22
Control Delay (s/veh)
24.6
7.0
0.3
8.7
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
24.6
7.0
0.3
8.7
Queue Length 50th (ft)
37
0
0
51
Queue Length 95th (ft)
64
80
0
75
Internal Link Dist (ft)
493
420
2330
Turn Bay Length (ft)
420
420
Base Capacity (vph)
977
815
1255
3427
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.19
0.63
0.15
0.19
Intersection Summary
6: Sarival Ave & Northern Pkwy WB Ramps
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Timings
Lane Group
NBT
NBR
SBL
SBT
Ø2
Ø8
Lane Configurations
Traffic Volume (vph)
157
230
374
357
Future Volume (vph)
157
230
374
357
Turn Type
NA
Perm
Prot
NA
Protected Phases
4
3
3 4
2
8
Permitted Phases
4
Detector Phase
4
4
3
3 4
Switch Phase
Minimum Initial (s)
20.0
20.0
5.0
20.0
20.0
Minimum Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (s)
35.0
35.0
25.0
30.0
35.0
Total Split (%)
38.9%
38.9%
27.8%
33%
39%
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
All-Red Time (s)
1.5
1.5
3.1
2.4
1.5
Lost Time Adjust (s)
0.0
0.0
0.0
Total Lost Time (s)
6.5
6.5
8.1
Lead/Lag
Lead
Lead
Lag
Lead-Lag Optimize?
Yes
Yes
Yes
Recall Mode
Min
Min
None
None
Min
Act Effct Green (s)
21.3
21.3
15.8
43.5
Actuated g/C Ratio
0.27
0.27
0.20
0.55
v/c Ratio
0.37
0.44
0.61
0.21
Control Delay (s/veh)
26.6
5.6
32.0
7.2
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
26.6
5.6
32.0
7.2
LOS
C
A
C
A
Approach Delay (s/veh)
14.1
19.9
Approach LOS
B
B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 79.6
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay (s/veh): 17.8
Intersection LOS: B
Intersection Capacity Utilization 56.7%
ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 7: Sarival Ave & Northern Pkwy EB Ramps
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
Queues
Lane Group
NBT
NBR
SBL
SBT
Lane Group Flow (vph)
185
271
416
397
v/c Ratio
0.37
0.44
0.61
0.21
Control Delay (s/veh)
26.6
5.6
32.0
7.2
Queue Delay
0.0
0.0
0.0
0.0
Total Delay (s/veh)
26.6
5.6
32.0
7.2
Queue Length 50th (ft)
75
0
100
34
Queue Length 95th (ft)
127
44
163
52
Internal Link Dist (ft)
1002
420
Turn Bay Length (ft)
285
430
Base Capacity (vph)
668
741
730
1938
Starvation Cap Reductn
0
0
0
0
Spillback Cap Reductn
0
0
0
0
Storage Cap Reductn
0
0
0
0
Reduced v/c Ratio
0.28
0.37
0.57
0.20
Intersection Summary
7: Sarival Ave & Northern Pkwy EB Ramps
03/26/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th Signalized Intersection Summary
HCM 7th Edition methodology does not support clustered intersections.
8: Sarival Ave & Drivway B
04/03/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
44
19
6
511
456
13
Future Vol, veh/h
44
19
6
511
456
13
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
150
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
9
9
20
2
2
20
Mvmt Flow
55
24
8
568
507
16
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
1089
253
523
0
-
0
Stage 1
507
-
-
-
-
-
Stage 2
583
-
-
-
-
-
Critical Hdwy
6.735 7.035
4.4
-
-
-
Critical Hdwy Stg 1
5.935
-
-
-
-
-
Critical Hdwy Stg 2
5.535
-
-
-
-
-
Follow-up Hdwy
3.58553.3855
2.39
-
-
-
Pot Cap-1 Maneuver
214
728
941
-
-
-
Stage 1
555
-
-
-
-
-
Stage 2
540
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
213
728
941
-
-
-
Mov Cap-2 Maneuver
346
-
-
-
-
-
Stage 1
550
-
-
-
-
-
Stage 2
540
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
15.18
0.12
0
HCM LOS
C
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
941
-
346
728
-
-
HCM Lane V/C Ratio
0.008
- 0.159 0.033
-
-
HCM Ctrl Dly (s/v)
8.9
-
17.4
10.1
-
-
HCM Lane LOS
A
-
C
B
-
-
HCM 95th %tile Q(veh)
0
-
0.6
0.1
-
-
9: Sarival Ave & Driveway C
04/03/2025
2035 Build PM - Sarival Logistics
Synchro 12 Report
Lokahi, LLC
HCM 7th TWSC
Intersection
Int Delay, s/veh
1.1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Traffic Vol, veh/h
44
19
6
473
462
13
Future Vol, veh/h
44
19
6
473
462
13
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
-
-
-
150
Veh in Median Storage, #
0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
80
80
80
90
90
80
Heavy Vehicles, %
9
9
20
2
2
20
Mvmt Flow
55
24
8
526
513
16
Major/Minor
Minor2
Major1
Major2
Conflicting Flow All
1054
513
530
0
-
0
Stage 1
513
-
-
-
-
-
Stage 2
541
-
-
-
-
-
Critical Hdwy
6.49
6.29
4.3
-
-
-
Critical Hdwy Stg 1
5.49
-
-
-
-
-
Critical Hdwy Stg 2
5.49
-
-
-
-
-
Follow-up Hdwy
3.581 3.381
2.38
-
-
-
Pot Cap-1 Maneuver
243
547
952
-
-
-
Stage 1
587
-
-
-
-
-
Stage 2
570
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
240
547
952
-
-
-
Mov Cap-2 Maneuver
372
-
-
-
-
-
Stage 1
580
-
-
-
-
-
Stage 2
570
-
-
-
-
-
Approach
EB
NB
SB
HCM Ctrl Dly, s/v
15
0.12
0
HCM LOS
C
Minor Lane/Major Mvmt
NBL
NBT EBLn1 EBLn2
SBT
SBR
Capacity (veh/h)
25
-
372
547
-
-
HCM Lane V/C Ratio
0.008
- 0.148 0.043
-
-
HCM Ctrl Dly (s/v)
8.8
0
16.3
11.9
-
-
HCM Lane LOS
A
A
C
B
-
-
HCM 95th %tile Q(veh)
0
-
0.5
0.1
-
-